Loading...
HomeMy WebLinkAboutWQMP Madison Ave Parcel 6 PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Water Quality Management Plan For: PETE MINEGAR. GENERAL PARTNER PA05-0101 27309 MADISON AVE. TEMECULA, CA 92591 Prepared for: MSS PROPERTIES 27705 Commerce Center Drive TEMECULA, CA 92592 (951) 676-5834 Prepared by- HECTOR CORREA, RCE HLC CIVIL ENGINEERING 28465 Old Town Front Street SUITE 315 TEMECULA, CA 92590 (951)506-4869 VOICE (951)506-4979 FAX WQMP Preparation Date: May 15, 2006 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING ENGINEER'S CERTIFICATION "I certify under a penalty of law that this document and all attachments 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. l�Y CTOR L. CORREA Oate RCE 36306 EXP 6/30/06 QpnVESSIO HECTOR y' W LUCIO CORREA F\ • �` N0. 36306 CIVIL EI GINEWIN i Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for Parcel 6 PM23561-1 by HLC CIVIL ENGINEERING for the project known as PA05-0101 Parcel 6 Madison Avenue located at 27309 Madison Avenue. The WQMP is intended to comply with the requirements of City of Temecula for development 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*plementation of this WQMP is enforceable under City of Temecula Water Quality Ordinance (Municipa Code Section 8. 88.500) 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 certify under penalty of law that the provision of this WQMP have been reviewed and accepted and t the WQMP will be transferred to future successors in interest." k�ez ___� Q y Z- �' d� Owner's Signature Date PETER M NEGAR GENERAL PARTNER Owner's Printed Name Owner's Title/Position • CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of Califor is Countyof it' / e5i I ss, nn dd pI On �ie L � � before me, ji/LL 1r�l��Z� 1V0_r,4k)l P0eL1 Date ^ n Name and Tile of Officer(e g,'Jane one.Notary PumiC) ET personally appeared i /v(wL6,q . Names)o1 Sl rri personally known to me ❑ proved to me on the basis of satisfactory evidence to be the person.fi whose narri is/are- subscribed to the within instrument and acknowledged to me that he/shei executed JILLUAMEtEZ the same in his/herAheir authorized Commboon C 1444279 capacityW, and that by his/heci4hl 0a; Notary PubtlC -Cae(anb signaturefsj•on the instrument the person(sj; or I Riverside County — the entity upon behalf of which the persoi Ir My Comm.E>�fre5Nov1.2007 acted, executed the instrument. WIT my han nd office eal. • Signature of Notary Pu i OPTIONAL Though the information below is not required bylaw,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document //'� Title or Type of Document: 111 t'y'lq t� 5 LP l� 1�-lq'1 I M I Document Date: I U 0 VQ 1 fi Number of Pages: i Signer(s)Other Than Named Above: Capacity(ii Claimed by JSiggner Cl Signer's Name: l bT�P_ l `''111i t ❑ Individual Top of memo here I t ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney-in-Fact f ❑ Trustee Po other:iarypr��17 Other: l� for Signer Is Representing: 01999 National Notary Association 9350 De Soto Ave.,P0,Be.2402 Dh itswortM1 CA 91313 2402•eai al onalnotar, Prod No.5907 Reorder Call Toll Free 1-800 876-6827 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Contents Section Page I PROJECT DESCRIPTION 1 R SITE CHARACTERIZATION 4 Ill POLLUTANTS OF CONCERN 5 IV HYDROLOGIC CONDITIONS OF CONCERN 6 V BEST MANAGEMENT PRACTICES 7 V.1 Site Design BMPs 11 V.2 Source Control BMPs 15 V.3 Treatment Control BMPs 17 VA Equivalent Treatment Control Alternatives 17 V.5 Regionally-Based Treatment Control BMPs 17 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPs 17 Vll FUNDING 19 • APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE PLAN C. SUPPORTING DETAIL RELATED To HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS • Page Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING I. Project Description Project Description The proposed development is located at 27309 Madison Avenue, at the end of Madison Avenue cul-de- sac, west of the I-15 interstate and adjacent to Santa Gertudis Creek, n the City of Temecula. The project will consist of a two story office/commercial condominium building totaling 23,618 square feet. The total parcel area is 1.40 acres. Proiect Owner PETE MINEGAR, GENERAL PARTNER MSS PROPERTIES 27705 Commerce Center Drive TEMECULA, CA 92592 951.676.7966 WOMP Preparer HECTOR CORREA, RCE HLC CIVIL ENGINEERING 28465 OLD TOWN FRONT STREET SUITE 315 TEMECULA, CA 92590 • (951) 506-4869 VOICE (951) 506-4979 FAX Proiect size 1.40 acres Location of facilitie The project is 27309 Madison Avenue, at the end of Madison Avenue cul-de-sac, west of the I-15 interstate and adjacent to Santa Gertudis Creek, in the City of Temecula. Materials Storage and Delivery Areas Commercial deliveries are proposed. A loading area has been designated for this purposes and shown on the site plan.No outdoor storage will be allowed. Wastes generated by project activities Normal household and Commercial Retail waste will be generated on-site. The project will have one covered trash enclosure to service the site. Page 1 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING • Project Site Address: 27309 Madison Avenue, Temecula, CA 92591 Planning Area/ Community Name: Service Commercial APN Number(s): APN 910-282-012 Thomas Bros. Map: Page 958 Grid F-3 (2005) Proiect Watershed: Santa Margarita River, Hydrologic Unit 902 Sub-watershed: HAS 902.32 Proiect Site Size: 1.40 AC • Standard Industrial Classification (SIC) Code: At this time uses not known but anticipated uses are general office and retail commercial. 5399 Miscellaneous General Merchandise Stores Formation of Home Owners' Association (HOA) or Property Owners Association (POA): A Property Owners'Association will be formed to maintain all BMP described in this WQMP • Page 2 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Additional Permits/Approvals required for the Project AGENCY Permit required (yes or no) State Department of Fish and Game, 1601 Streambed No Alteration Agreement State Water Resources Control Board, Clean Water Act No (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit No US Fish and Wildlife, Endangered Species Act section 7 No biological opinion Other (please list in the space below as required) No SWRCB General Construction Permit Yes City of Temecula (Grading & Building) Yes Riverside County Flood Control No • • Page 3 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING S II. Site Characterization Land Use Designation or Zoning: Service Commercial Current Property Use: Vacant Proposed Property Use: Service Commercial Availability of Soils Report: See Appendix E Phase 1 Site Assessment: No Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Designated Beneficial Proximity to RARE Impairments Uses Beneficial Use SANTA GERTRUDIS CREEK NONE MUR, AGR, IND, PROC, NOT 902.242 GWR, REC1, REC2, DESIGNATED AS RARE WARM, WILD MURRIETA CREEK PHOSPHORUS MUR, AGR, IND, PROC, NOT • 902.231 REC1, REC2, WARM, DESIGNATED AS RARE WILD UPPER SANTA MARGARITA PHOSPHORUS MUR, AGR, IND, RECI, RIVER REC2, WARM, WILD DESIGNATED AS RARE 902.222 COLD 7 MILES LOWER SANTA MARGARITA NONE MUR, AGR, IND, PROC, RIVER RECI, REC2, WARM, DESIGNATED AS RARE 902.212 COLD„ WILD 24 MILES SANTA MARGARITA RIVER ELITROPHIC MUR, AGR, IND, PROC, LAGOON REC1, REC2, WARM, DESIGNATED AS RARE 902.211 COLD„ WILD 28 MILES • Page 4 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING III. Pollutants of Concern Urban Runoff Pollutants: This commercial with parking lot project can expect or potentially expect for the following pollutants: POLLUTANTTYPE EXPECTED POTENTIAL LISTED FOR RECEIVING WATER SEDIMENT/TURBIDITY X NUTRIENTS X X ORGANIC COMPOUNDS X TRASH&DEBRIS X OXYGEN DEMANDING SUBSTANCES X PATHOGENS( BACTERIA&VIRUSES) X OILS&GREASE X • PESTICIDES X METALS X OTHER POLLUTANTS: EUTROPHIC X Past Uses: The project site has been vacant for over ten years and prior to that was pasture land. No known hazardous substances have been used on the property. • Page 5 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING • 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 is 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 does not meet any of the above conditions and will therefore use Methodology B that will implement site design, source control and Treatment Control BMPs capable of mitigating the assessed hydrologic impacts Supporting engineering studies, calculations, and reports are included in Appendix C. DESCRIPTION 2YEAR-24HR ]0 YEAR-24HR 100 YEAR-24HR PRE POST PRE POST PRE POST RUNOFF-CFS 0.13 0.23 0.34 0.44 0.65 0.75 VELOCITY-FPS 0.10 0.25 0.27 0.35 0.51 0.60 VOLUME-CUBIC FT 1334 4928 4305 9494 9924 15829 VOLUME-AC FT 0.03 0.11 0.10 0.21 0.22 0.36 DURATION-MIN 810 810 810 810 810 810 • Page 6 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING • V. Best Management Practices VA SITE DESIGN BMPS PROPOSED PROJECT BMPS The following BMP concepts will be used. 1. Walkways will be at the minimum width allowed by the City. 2. Driveways and parking lot aisles will be held at the minimum widths allowed by the City. 3. Vegetated Swale/Infiltration Trench 4. Rooftops will drain into adjacent landscaping prior to draining to vegetated Swale/infiltration trench. 5. KriStar MoGard Plus model catch basin filter inserts will be installed in proposed catch basin to catch debris and litter. PROPOSED PROJECT BMPS MAINTENANCE The BMP's will be implemented by the project developer prior to sale or rental of any unit. Maintenance • and Inspection will be the responsibility of the Property Owner Association that will be formed prior to the sale or rental of any units. Inspection for all BMPs proposed will be conducted monthly and after each rain storm. CC&Rs will be implemented to precisely describe maintenance and inspection schedule. • Page 7 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING . TABLE 1. SITE DESIGN BMPS Included Design Technique Specific BMP yes no Concept Site Design Minimize Concept f Urban Runoff Maximize the permeable area (See Section Yes, minimizing 4.5.1 of the WQMP). building foot print by using multiple floors Incorporate landscaped buffer areas between Yes, 20 feet of sidewalks and streets. landscaping from parking to sidewalk Maximize canopy interception and water Yes, new Trees conservation by preserving existing native and shrubs will trees and shrubs, and planting additional be planted. native or drought tolerant trees and large shrubs. Use natural drainage systems. No existing natural • drainage system Where soils conditions are suitable, use Using infiltration perforated pipe or gravel filtration pits for low basin flow infiltration. Construct onsite ponding areas or retention Site is only facilities to increase opportunities for 1.4 acres with infiltration consistent with vector control little area for objectives. retention facility. Other comparable and equally effective site None design concepts as approved by the Co- proposed Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). • Page 8 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING . Included Design Technique Specific BMP yes no Concept Site Design Minimize Concept 1 Impervious Footprint Maximize the permeable area (See Yes, Building Section 4.5.1 of the WQMP). will be 3 stories. Construct walkways, trails, patios, No, Walk way overflow parking lots, alleys, driveways, are minimum low-traffic streets and other low -traffic with allowed by areas with open-jointed paving materials Planning or permeable surfaces, such as pervious Department concrete, porous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and parking Walk way and lot aisles to the minimum widths Parking stalls necessary, provided that public safety and are minimum a walk able environment for pedestrians width or lengths are not compromised. allowed by Planning • Department. Reduce widths of street where off-street Street is parking is available. existing. Minimize the use of impervious surfaces, No such as decorative concrete, in the landscape design. Other comparable and equally effective None site design concepts as approved by the proposed Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Site Design Conserve Concept 1 Natural Areas Conserve natural areas (See WQMP None Section 4.5.1). existing Maximize canopy interception and water None conservation by preserving existing native existing trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. • Page 9 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Use natural drainage systems. None • existing Other comparable and equally effective Not used site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Included Design Technique Specific BMP yes no Concept Site Design Minimize Residential and commercial sites must be Roof drains to Concept 2 Directly designed to contain and infiltrate roof on Landscape Connected runoff, or direct roof runoff to vegetative areas, Impervious swales or buffer areas, where feasible. Areas (DCIAs) Where landscaping is proposed, drain Impervious impervious sidewalks, walkways, trails, areas drain to and patios into adjacent landscaping. adjacent landscape area Increase the use of vegetated drainage Using grassy • swales in lieu of underground piping or swale with 18" imperviously lined swales. gravel underlining. Rural swale system: street sheet flows to Not Applicable vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street slopes to Not used curb; periodic swale inlets drain to vegetated swale/biofilter. Dual drainage system: First flush captured Not Applicable in street catch basins and discharged to adjacent ve elated Swale or gravel Design driveways with shared access, Yes, Draining flared (single lane at street) or wheel strips onto landscape (paving only under tires), or, drain into swale landscaping prior to discharging to the M S4. Uncovered temporary or guest parking on Not Applicable 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 Using grassy areas, incorporate landscape areas into swale with 18" • the drainage design. gravel underlining. Page 10 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Overflow parking (parking stalls provided Not used . in excess of the Co-Permittee's minimum parking requirements) may be constructed with permeable nnvqnn Other comparable and equally effective Not used design concepts as approved by the Co- Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). V.2 SOURCE CONTROL BMPS Table 2. Source Control BMPS Check One Not If not applicable, state BMP Name Included Applicable brief reason Non-Structural Source Control BMPS . Education for Property Owners, Operators, Tenants, Occupants, or Employees X Activity Restrictions X Irrigation System and Landscape Maintenance X Common Area Litter Control X Street Sweeping Private Streets and Parldng Lots X • Drainage Facility Inspection and Maintenance X Structural Source Control BMPS MS4 Stenciling and Signage X Will be submitted prior to Landscape and Im ation System Design X I construction. Protect Slopes and Channels X Provide Community Car Wash Racks X Not Part of Project Property Design: Fueling Areas X Not Part of Project AirMater Supply Area Drainage X Not Part of Project Trash Storage Areas X Loading Dodos X Not Part of Project Maintenance Bays X Not Part of Project Vehicle and Equipment Wash Areas X Not Part of Project Outdoor Material Storage Areas X Not Part of Project Outdoor Work Areas or Processing Areas X Not Part of Project Provide Wash Water Controls for Food Preparation Areas X Not Part of Project • Page 11 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING • PROPOSED NON-STRUCTURAL SOURCE CONTROL BMPS Education for Tenant: The Developer will review and distribute to the tenant, at final walk-through, a public education program on the use of the pesticides, herbicides, fertilizers, proper disposal of wastes, and other storm water pollution prevention programs. The tenant will sign a form acknowledging receipt of discussion and the storm water pollution prevention materials, (See Appendix D), and will keep a log of tenants that have certified that they have received the information and the log will be kept herein. Tenant and Employee training will be provided within 30 days of hiring date with on going training at no less than 90-day intervals. The tenant will be provided with pamphlets available from the City of Temecula Public Works office. Activity Restrictions: CC&Rs will restrict the following activities that may contribute pollutants: 1. Prohibiting the blowing, sweeping, or hosing of debris (leaf litter, grass clippings, litter, etc.) into streets, storm drain inlets, or other conveyances. 2. Require dumpster lids to be closed at all times. 3. Prohibit vehicle washing, maintenance, or repair on the premises. • Irrigation System and Landscape Maintenance I Pesticides, fertilizers and other chemical products shall be used in accordance with applicable federal, state, and local laws and regulations. 2 Pesticides, fertilizers and other chemical products shall be stored in closed, labeled containers, under cover and off the ground. 3 Landscaping waste shall be properly disposed by at an approved composting location or permitted landfill. 4 Stockpiles shall be placed away from watercourses, and covered to prevent the release if materials to the Stormwater Conveyance System or Receiving Waters. 5 Where practicable, native vegetation shall be retained or planted to reduce water, fertilizer and pesticide needs. 6 Areas where work is being actively conducted shall be routinely cleaned up using dry methods (e.g., sweeping, raking, etc.). Wet methods (e.g., hosing, etc.) may only be used if adequate precautions have been taken to prevent the discharge of wash water or other materials to the Stormwater Conveyance System or Receiving Waters. 7 The use of blowers is permitted so long as materials are collected and properly disposed. • 8 Measures will be taken to reduce or eliminate landscaping and irrigation runoff. Examples of practices include proper irrigation programming, programming shorter Page 12 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING irrigation cycle times, and decreasing frequency after the application of fertilizers and • pesticides. 9 Fertilizers and pesticides will not be applied prior to storm events. These products will not be applied during storm events. 10 Maintenance of irrigation systems and landscaping will be consistent with the City of Temecula landscape ordinance, which can be obtained at the City of Temecula planning counter. 11 Irrigation system maintenance will be conducted weekly to detect overspray, broken sprinkler heads, and other system failures. 12 The frequency of irrigation is anticipated to be daily during summer months and bi- daily during the rest of the year. Inspection & Maintenance Frequency will be conducted weekly Property Owner Association will be responsible for implementation, maintenance, inspection and funding. Common Area Litter Control Property Owner Association will hire grounds keeper to inspect and collect all litter on a weekly • schedule. Street Sweeping Private Streets and Parking Lots Property Owner Association will hire street sweeping service to sweep driveways and parking lots bi- monthly or as needed. Drainage Facility Inspection and Maintenance All drainage facilities will be inspected quarterly or after each major rain storm and will be maintained by the Property Owner Association. STRUCTURAL SOURCE CONTROL BMPS Stenciling and Signage All catch basin will be stenciling with the following prohibitive language; "NO DUMPING DRAINS TO OCEAN". Trash Storage Areas • Trash enclosure will be covered to protect containers from rainfall. Page 13 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Inspection & Maintenance Frequency will be conducted weekly • Property Owner Association will be responsible for implementation, maintenance, inspection and funding. PROPOSED SOURCE CONTROL BMPS MAINTENANCE The Source Control BMP's will be implemented by the project developer prior to sale or rental of any unit. Maintenance and Inspection will be the responsibility of the Property Owner Association that will be formed prior to the sale or rental of any units. Inspection for all BMPs proposed will be conducted quarterly and after each major rain storm. • • Page 14 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICEICOMMERCIAL BUILDING • V.3 TREATMENT CONTROL BMPS Catch Basin Filter KriStar FloGard catch basin filter inserts will be installed in all catch basin that collect flows from driveway. The FloGard insert filter is designed to fit just under the grate of a drainage inlet catch basin. The key element of this filter is to catch debris and litter. GRASSY SWALEANFILTRATION Grass Swale with infiltration trench will be installed to removal sediment and associated pollutants, location is shown on Exhibit A. VEGETATED INFILTRATION SWALE Vegetated swales are will be constructed to treat the following: TARGETED CONSTITUENTS REMOVAL EFFECTIVENESS SEDIMENT HIGH OR MEDIUM NUTRIENTS LOW TRASH LOW METALS HIGH/MEDIUM • BACTERIA UNKNOWN OIL AND GREASE HIGH ORGANICS UNKNOWN OXYGEND DEMANDING LOW • Page 15 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE • OFFICE/COMMERCIAL BUILDING V.3 TREATMENT CONTROL BMPS Catch Basin Filter KriStar FloGard Plus catch basin filter inserts will be installed in all catch basin that collect flows from driveway. The FloGard insert filter is designed to fit just under the grate of a drainage inlet catch basin. The key element of this filter is to catch debris and litter. GRASSY SWALE/INFILTRATION Grass Swale with infiltration trench will be installed to removal sediment and associated pollutants; location is shown on Exhibit A. Grassy swales will treat the following: TARGETED CONSTITUENTS REMOVAL EFFECTIVENESS SEDIMENT HIGH OR MEDIUM NUTRIENTS LOW TRASH LOW METALS HIGH/MEDIUM BACTERIA UNKNOWN OIL AND GREASE HIGH • ORGANICS UNKNOWN OXYGEND DEMANDING LOW PESTICIDES (non-soil bound) UNKNOWN INFILTRATION BASIN Along with Grass Swale infiltration basin will also be constructed and located at end of swale as shown on Exhibit A. Infiltration Basin will treat the following: TARGETED CONSTITUENTS REMOVAL EFFECTIVENESS SEDIMENT HIGH OR MEDIUM NUTRIENTS HIGH OR MEDIUM TRASH UNKNOWN METALS HIGH BACTERIA HIGH OR MEDIUM OIL AND GREASE UNKNOWN ORGANICS UNKNOWN OXYGEND DEMANDING HIGH OR MEDIUM • PESTICIDES (non-soil bound) UNKNOWN Page 15 • • Water Quality Management Plan (WOP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(s) Veg. Swale Detention Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins & Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Strips Trenches/Porous a Wetlands Filtration Inlets Systems I`I Devices Pavement SedimentfTurbidity HIM M HIM HIM HIM L HIM U L for turbidity) Yes/No? �/ V/ Nutrients L M HIM HIM UM L L U Yes/No? �/ V/ Organic Compounds U U U U HIM L L U Yes/No? V V/ Trash &Debris L M U U HIM M HIM U Yes/No? V V Oxygen Demanding Substances L M HIM HIM HIM L L U Yes/No? %/ V/ Bacteria&Viruses U U HIM U HIM L L U Yes/No? ✓ V/ Oils&Grease HIM M U U HIM M UM U Yes/No? ✓ Pesticides(non-soil bound) U U U U U L L U Yes/No? Metals HIM M H H H L L U YeslNo? �/ Page-16 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING • Abbreviations: L: Low removal efficiency HIM: 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 stonmwater 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 (Error! Hyperlink reference not valid.. 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-speck 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. • TREATEMENT CONTROL BMPS MAINTENANCE The Treatment Control BMPs will be implemented by the project developer at initial construction of the development. Inspection will be the responsibility of the Property Owner Association prior to the sale or rental of any units. Inspection for all BMPs proposed will be conducted quarterly and after each major rain storm. VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES NOT APPLICABLE V.S REGIONALLY-BASED TREATMENT CONTROL BIVIPS NOT APPLICABLE • Page-17 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE • OFFICE/COMMERCIAL BUILDING VI Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) for all Treatment Control BMPs will be will the responsibility of the Property Owner Association that will be in place prior to the rental of any units. Treatment Control BMPs: VEGETATED INFILTRATION SWALE & IFILTRATION BASIN BMP START-UP DATES The start-up date for vegetated infiltration Swale will after the installation of landscaping. SCHEDULE OF THE FREQUENCY: Maintenance The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal • efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include weekly mowing, weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. If vegetated Swale develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. Inspection 1. Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation and at the end of the wet season and before major fall runoff to be sure the swale is ready heavy runoff. The swale should be checked for debris and litter, and areas of sediment accumulation. 2. Weekly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. • Page-18 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Catch Basin Filter The filter will be maintained and serviced on a recurring basis to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff. BMP start-up dates The start-up date for Catch Basin filter is as soon as catch basin is constructed. Schedule of the frequency of catch basin filter: The Flo-GardTM +Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); Timing of service is as follows: 1. Prior to, during and following the rainy. 2. Change of filter medium once per year or as required. The service shall commence with collection and removal of sediment and debris (litter, leaves, papers, cans, etc.) and broom sweeping around the drainage inlet. Accumulated materials shall be placed in a DOT approved container for later disposal. The catch basin shall be visually inspected for defects and possible illegal dumping. • If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. The catch basin grate shall be removed and set to one side. Using an industrial vacuum, the collected materials shall be removed from the liner. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc. shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner's D-ring. Parties responsible for O&M The Property Owner Association will be responsible for the O&M of this BMP. Proof of entities responsible for O&M CC&Rs and Rental Agreement will be in place that will have sufficient language to guarantee perpetual O&M. Inspection and record keeping requirements and responsible Party The Property Owner Association will be responsible for the inspection and record keeping of O&M of this BMP. • Page-19 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING VII. Funding Maintenance funding will be provided by the Property Owner Association and be will be enforced by implementation of the CC&Rs and Rental Agreement CURRENT PROPERTY OWNER PETE MINEGAR, GENERAL PARTNER MSS PROPERTIES 27705 Commerce Center Drive TEMECULA, CA 92592 951.676.7966 OPERATION AND MAINTENANCE COST ESTIMATE STRUCTURAL CAPITAL ROUTIN O & M O & M BMP COST O & M FREQUENCY BY VEGETATED $15,000 $100 Weekly Property Owner INFILTRATION Association SWALE INFILTRATION $10,000 $100 Weekly Property Owner BASIN Association • CATCH BASIN $1,500 $100 Monthly Property Owner FILTER Association • Page-20 Water Quality Management Plan(WQW) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUMDING Appendix A Conditions of Approval Planning Commission Resolution260r-6 Dated 0 • • PC RESOLUTION NO. 2005-054 • A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF TEMECULA APPROVING PLANNING APPLICATION NO. PA05-0101, A DEVELOPMENT PLAN TO CONSTRUCT A TWO STORY SERVICE COMMERCIAL BUILDING TOTALING 23,618 SQUARE FEET LOCATED AT THE END OF MADISON AVENUE, WEST OF THE 15 FREEWAY, KNOWN AS ASSESSOR PARCEL NO. 910-282-012. WHEREAS, Peter Minegar filed Planning Application No. PA05-0101 (Development Plan Application), in a manner in accordance with the City of Temecula General Plan and Development Code; WHEREAS, the Application was processed including, but not limited to a public notice, in the time and manner prescribed by State and local law; WHEREAS, the Planning Commission, at a regular meeting, considered the Application on July 20, 2005, at a duly noticed public hearing as prescribed by law, at which time the City staff and interested persons had an opportunity to and did testify either in support or in opposition to this matter; WHEREAS, at the conclusion of the Commission hearing and after due consideration of the testimony, the Commission approved the Application subject to and based upon the findings set forth hereunder; • WHEREAS, all legal preconditions to the adoption of this Resolution have occurred. NOW, THEREFORE,,THE PLANNING COMMISSION OF THE CITY OF TEMECULA DOES HEREBY RESOLVE, DETERMINE AND ORDER AS FOLLOWS: Section 1. That the above recitations are true and correct and are hereby incorporated by reference. Section 2. Findings. The Planning Commission, in approving the Application, hereby makes the following findings as required by Section 17.05.010F of the Temecula Municipal Code: A. The proposed use is in conformance with the General Plan for Temecula and with all applicable requirements of state law and other ordinances of the city. The proposal is consistent with the land use designation and policies reflected for Service Commercial (SC) development in the City of Temecula General Plan. The General Plan has listed the proposed uses, including discount retail stores, offices, light manufacturing uses, and auto service and repair as typical uses in the Service Commercial designation. The proposed project is consistent with the use regulations outlined and conditioned by the Building Department and Fire Prevention Bureau to comply with all applicable Building and Fire Codes. B. The overall development of the land is designed for the protection of the public health, safety, and general welfare. • G:\HLC-PROSECTS\MSS-MADISON\PAR6-FILES-ROCS\PAR-6-CONDTIONSOFAPPROV AL.doc 1 The proposed project is consistent with the development standards outlined in the City of • Temecula Development Code. The proposed architecture and site layout for the project has been reviewed utilizing the Service Commercial Development Performance Standards of the Development Code. The proposed project has met the performance standards in regards to circulation, architectural design and site plan design. Section 3. Environmental Compliance. The project will have no significant environmental impacts and has been found to be categorically exempt pursuant to Section 15332 (In-Fill Development Project) of the California Environmental Quality Act Guidelines. Section 4. Conditions. The City of Temecula Planning Commission hereby conditionally approves the Application, a request to construct a two-story office/show room building totaling 23,618 square feet located at the end of the cul-de-sac of Madison Avenue, west of the 15 freeway with conditions of approval as set forth on Exhibit A, attached hereto, and incorporated herein by this reference together with any and all necessary conditions that may be deemed necessary. Section 5. PASSED, APPROVED AND ADOPTED by the City of Temecula Planning Commission this 201"day of July 2005. David Mathewson, Chairman ATTEST: • Debbie U noske, Secretary [SEAL] • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROVAL.doc 2 STATE OF CALIFORNIA ) . COUNTY OF RIVERSIDE ) ss CITY OF TEMECULA ) I, Debbie Ubnoske, Secretary of the Temecula Planning Commission, do hereby certify that PC Resolution No. 2005-054 was duly and regularly adopted by the Planning Commission of the City of Temecula at a regular meeting thereof held on the 200' day of July 2005, by the following vote of the Commission: AYES: 5 PLANNING COMMISSIONERS: Chiniaeff, Guerriero, Harter, Mathewson, Telesio NOES: 0 PLANNING COMMISSIONERS: ABSENT: 0 PLANNING COMMISSIONERS: ABSTAIN: 0 PLANNING COMMISSIONERS: Debbie Ubnoske, Secretary • • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-ROCS\PAR-b-CONDTIONSOFAPPRO V AL.doc 3 EXHIBIT A FINAL CONDITIONS OF APPROVAL • • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-DOGS\PAR-6-CONDTIONSOFAPPRO VAL.doc 4 EXHIBIT A • CITY OF TEMECULA FINAL CONDITIONS OF APPROVAL Planning Application No.: PA05-0101 Project Description: A Development Plan to construct a two-story service commercial building totaling 23,618 square feet located at the end of the cul-de-sac of Madison Avenue, west of the 15 freeway(APN: 910-282-012) DIF Category: TBD at Building Permit Issuance (Speculative Building) MSHCP Category: TBD at Building Permit Issuance (Speculative Building) TUMF: TBD at Building Permit Issuance (Speculative Building) Assessor's Parcel No.: 910-282-012 Approval Date: July 20, 2005 • Expiration Date: July 20, 2007 WITHIN FORTY-EIGHT (48) HOURS OF THE APPROVAL OF THIS PROJECT Planning Division 1. The applicant shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of Sixty-Four Dollars ($64.00) for the County administrative fee, to enable the City to file the Notice of Exemption required under Public Resources Code Section 21108(b) and California Code of Regulations Section 15075. If within said forty-eight (48) hour period the applicant has not delivered to the Planning Department the check as required above, the approval for the project granted shall be void by reason of failure of condition [Fish and Game Code Section 711.4(c)]. • G:\HLC-PROIECTS\MSS-MADISON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL doc 5 GENERAL REQUIREMENTS • • G:\HLC-PROTECTS\MSS-MADISON\PARE-F[LES-DOCS\PAA-b-CONDTIONSOFAPPAOV AL.doc 6 Planning Department • 2. The applicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards, judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim, action, or proceeding to which this condition is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. 3. The permittee shall obtain City approval for any modifications or revisions to the approval of this development plan. 4. This approval shall be used within two (2) years of the approval date; otherwise, it shall become null and void. By use is meant the beginning of substantial construction contemplated by this approval within the two (2) year period, which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. • 5. The Director of Planning may, upon an application being filed within thirty days prior to expiration, and for good cause, grant a time extension of up to three one-year extensions of time, one year at a time. 6. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 7. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. 8. All mechanical and roof equipment shall be fully screened from public view by being placed below the surrounding parapet wall. 9. Trash enclosures shall be provided to house all trash receptacles utilized on the site. 10. The construction landscape drawings shall indicate coordination and grouping of all utilities, which are to be screened from view per applicable City Codes and guidelines. 11. If at any time during excavation/construction of the site, archaeological/cultural resources, or any artifacts or other objects which reasonably appears to be evidence of • cultural or archaeological resource are discovered, the property owner shall immediately G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-ROCS\PAR-6CONDTIONSOFAPPROVAL.doc 7 advise the City of such and the City shall cause all further excavation or other • disturbance of the affected area to immediately cease. The Director of Planning at his/her sole discretion may require the property to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/cultural resource, the Director of Planning shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Director of Planning shall notify the property owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Director of Planning. 12. The applicant shall sign both copies of the final conditions of approval that will be provided by the Planning Department staff, and return one signed set to the Planning Department for their files. 13. A separate building permit shall be required for all signage. 14. Lighting shall be consistent with Ordinance No. 655 for the regulation of light pollution. 15. The condition of approval specified in this resolution, to the extent specific items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staffs prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent • of that required by the condition of approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal, the decision to the Planning Commission for its decision. Material Finish and Color Main Body texture and color Frazee Paint#8711 W "Misty Mica" Accent Color Frazee Paint#8713W "Kindling Wood" Accent Color Frazee Paint#8724W"Wildcat' Accents Slate Tile Awnings Metal 16. All conditions shall be complied with prior to any occupancy or use allowed by this Development Plan. Public Works 17. A Grading Permit for precise grading, including all on-site flat work and improvements, shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City-maintained street right-of-way. 18. An Encroachment Permit shall be obtained from the Department of Public Works prior to commencement of any construction within an existing or proposed City right-of-way. G:\HLC-PROJECTS\MSS-MADISON\PARE-FII.ES-ROCS\PAR-6-CONDTIONSOFAPPROV AL.doc 8 19. All grading plans shall be coordinated for consistency with adjacent projects and existing improvements contiguous to the site and shall be submitted on standard 24" x 36" City of Temecula mylars. Community Services 20. The trash enclosures shall be large enough to accommodate a recycling bin, as well as, regular solid waste containers. 21. The developer shall contact the City's franchised solid waste hauler for disposal of construction debris. Only the City's franchisee may haul construction debris. 22. The Applicant shall comply with the Public Art Ordinance. 23. All parkways, landscaping, fencing and on site lighting shall be maintained by the property owner or maintenance association. Fire Department 24. Final fire and life safety conditions will be addressed when building plans are reviewed by the Fire Prevention Bureau. These conditions will be based on occupancy, use, the California Building Code (CBC), California Fire Code (CFC), and related codes which are in force at the time of building plan submittal. 25. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or • construction of all commercial buildings per CFC Appendix III.A, Table A-III-A-1. The developer shall provide for this project, a water system capable of delivering 2125 GPM at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 850 GPM for a total fire flow of 2975 GPM with a 3 hour duration. The required fire flow may be adjusted during the approval process to reflect changes in design, construction type, or automatic fire protection measures as approved by the Fire Prevention Bureau. The Fire Flow as given above has taken into account all information as provided. (CFC 903.2, Appendix III-A) 26. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix III-B, Table A-III-B-1. A minimum of 2 hydrants, in a combination of on-site and off-site (6" x 4" x 2-2 1/2" outlets) shall be located on Fire Department access roads and adjacent public streets. Hydrants shall be spaced at 450 feet apart, at each intersection and shall be located no more than 225 feet from any point on the street or Fire Department access road(s) frontage to a hydrant. The required fire flow shall be available from any adjacent hydrant(s) in the system. The upgrade of existing fire hydrants may be required. (CFC 903.2, 903.4.2, and Appendix III-B) 27. As required by the California Fire Code, when any portion of the facility is in excess of 150 feet from a water supply on a public street, as measured by an approved route around the exterior of the facility, on-site fire hydrants and mains capable of supplying the required fire flow shall be provided. For this project on site fire hydrants are required. (CFC 903.2) 28. If construction is phased, each phase shall provide approved access and fire protection prior to any building construction. (CFC 8704.2 and 902.2.2) G:\FILC-PROJECTS\A7SS-MADI SON'\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPRO V AL.doc 9 PRIOR TO ISSUANCE OF GRADING PERMITS • • G:\HLC-PROJECTS\MSS-!.1ADISON\PAR6-FILES-DOCS\PAR-6-CONDT IONSOFAPPROV AL.doc 10 Planning Department • 29. Provide the Planning Department with a copy of the underground water plans and electrical plans for verification of proper placement of transformer(s) and double detector check prior to final agreement with the utility companies. 30. The applicant shall architecturally enhance the cornice to the satisfaction of the Director of Planning. (Added at the 7120105 P.C. Hearing) 31. The applicant shall recess and architecturally enhance the windows of the structure to the satisfaction of the Planning Director. (Added at the 7120105 P.C. Hearing) 32, The applicant shall submit a photometric plan, including the parking lot to the Planning Department, which meets the requirements of the Development Code and the Palomar Lighting Ordinance. The parking lot light standards shall be placed in such a way as to not adversely impact the growth potential of the parking lot trees. 33. A copy of the Grading Plan shall be submitted and approved by the Planning Department. 34. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that Ordinance or by providing documented evidence that the fees have already been paid. • Public Works 35. A copy of the grading, improvement plans, along with supporting hydrologic and hydraulic calculations shall be submitted to the Riverside County Flood Control and Water Conservation District for approval prior to the issuance of any permit. 36. A permit from Riverside County Flood Control and Water Conservation District is required for work within their right-of-way. 37. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed and approved by the Department of Public Works. The grading plan shall include all necessary erosion control measures needed to adequately protect adjacent public and private property. 38. The Developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works. 39. A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to the Director of the Department of Public Works with the initial grading plan check. The report shall address all soils conditions of the site, and provide recommendations for the construction of engineered structures and pavement sections. 40. The Developer shall have a Drainage Study prepared by a registered Civil Engineer in accordance with City Standards identifying storm water runoff expected from this site • and upstream of this site. The study shall identify all existing or proposed public or G:\HLC-PROJECTS\MSS-MADI SON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL.doc 11 private drainage facilities intended to discharge this runoff. The study shall also analyze • and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the Developer. 41. NPDES - The project proponent shall implement construction-phase and post- construction pollution prevention measures consistent with the State Water Resources Control Board (SWRCB) and City of Temecula (City) NPDES programs. Construction- phase measures shall include Best Management Practices (BMPs) consistent with the City's Grading, Erosion & Sediment Control Ordinance, the City's standard notes for Erosion and Sediment Control, and the SWRCB General Permit for Construction Activities. Post-construction measures shall be required of all Priority Development Projects as listed in the City's NPDES permit. Priority Development Projects will include a combination of structural and non-structural onsite source and treatment control BMPs to prevent contaminants from commingling with stormwater and treat all unfiltered runoff year-round prior to entering a storm drain. Construction-phase and post-construction BMPs shall be designed and included into plans for submittal to, and subject to the approval of, the City Engineer prior to issuance of a Grading Permit. The project proponent shall also provide proof of a mechanism to ensure ongoing long-term maintenance of all structural post-construction BMPs. 42. As deemed necessary by the Director of the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. San Diego Regional Water Quality Control Board • b. Riverside County Flood Control and Water Conservation District C. Planning Department d. Department of Public Works 43. The Developer shall comply with all constraints which may be shown upon an Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the subject property. 44. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the Riverside County Flood Control and Water Conservation District by either cashier's check or money order, prior to issuance of permits, based on the prevailing area drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already been credited to this property, no new charge needs to be paid. • G.0 ILC-PROJECTS\MSS-MADISON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL.doc 12 PRIOR TO ISSUANCE OF BUILDING PERMIT • • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-DOGS\PAR-6-CONDTIONSOFAPPRO V AL.doc 13 Planning Department 45. Three (3) copies of Construction Landscaping and Irrigation Plans shall be reviewed and approved by the Planning Department. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, number, genus, species, and container size of the plants shall be shown. The plans shall be consistent with the Water Efficient Ordinance. The plans shall be accompanied by the following items: a. Appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal). b. Provide a minimum five foot wide planter to be installed at the perimeter of all parking areas. Curbs, walkways, etc. are not to infringe on this area. C. Provide an agronomic soils report with the construction landscape plans. d. One (1) copy of the approved grading plan. e. Water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance). f. Total cost estimate of plantings and irrigation (in accordance with approved plan). g. A landscape maintenance program shall be submitted for approval, which details the proper maintenance of all proposed plant materials to assure proper growth and landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape maintenance contractor who shall be responsible to carry out the detailed program. • 46. All utilities and light poles shall be shown and labeled on the landscape plans and appropriate screening shall be provided. A three-foot (3.0') clear zone shall be provided around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduce intrusion. 47. An appropriate method for screening the gas meters and other externally mounted utility equipment shall be reviewed and approved by the Planning Department. 48. The Planning Director shall approve the Construction Landscaping and Irrigation Plans. 49. The construction plans shall indicate that all roof hatches shall be painted "International Orange". 50. Provide a detail of the metal trellis on the construction plans to the satisfaction of the Planning Director. 51. Provide a detail of the outside furniture proposed for the site on the construction plans to the satisfaction of the Planning Director. Building Department 52. All design components shall comply with applicable provisions of the 2001 edition of the California Building, Plumbing and Mechanical Codes; 2004 California Electrical Code; • California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. G:\IILC-PROJECTS\MSS-MADI SON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL.doc 14 53. The City of Temecula has adopted an ordinance to collect fees for a Riverside County • area wide Transportation Uniform Mitigation Fee (TUMF). Upon the adoption of this ordinance on March 31, 2003, this project will be subject to payment of these fees at the time of building permit issuance. The fees shall be subject to the provisions of Ordinance 03-01 and the fee schedule in effect at the time of building permit issuance. 54. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 for the regulation of light pollution. All street lights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 55. A receipt or clearance letter from the Temecula Valley School District shall be submitted to the Building & Safety Department to ensure the payment or exemption from School Mitigation Fees. 56. Obtain all building plans and permit approvals prior to commencement of any construction work. 57. Obtain street addressing for all proposed buildings prior to submittal for plan review. 58. All building and facilities must comply with applicable disabled access regulations. Provide all details on plans. (California Disabled Access Regulations effective April 1, 1998) • 59. Second set of disabled parking Places shall be relocated to the southwest side of the building. 60. Provide house electrical meter provisions for power for the operation of exterior lighting, fire alarm systems. 61. Restroom fixtures, number and type, to be in accordance with the provisions of the 2601 edition of the California Building Code Appendix 29. 62. Provide an approved automatic fire sprinkler system. 63. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. 64. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan for plan review. 65. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 66. A pre-construction meeting is required with the building inspector prior to the start of the building construction. 67. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits. • G:gILC-PROJECTSLMSS-MADISOhI\PAR6-FILES-DOCS\PAR-GLONDTIONSOFAPPROVAL.doc 15 68. Show all building setbacks on plot plan. 69. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, shown below, as allowed by the City of Temecula Ordinance No. 94-25, specifically Section G (1) of Riverside County Ordinance No. 457.73, for any site within one-quarter mile of an occupied residence. Monday-Friday 6:30 a.m. — 6:30 p.m. Saturday 7:00 a.m. — 6:30 p.m. No work is permitted on Sunday or Government Holidays Public Works 70. Precise grading plans shall conform to applicable City of Temecula Standards subject to approval by the Director of the Department of Public Works. The following design criteria shall be observed: a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over A.C. paving. b. Driveway shall conform to the applicable City of Temecula Standard No. 207A. C. All street and driveway centerline intersections shall be at 90 degrees. 71. The Developer shall construct the following public improvements in conformance with applicable City Standards and subject to approval by the Director of the Department of • Public Works. a. Street improvements, which may include, but not limited to: drive approach b. Storm drain facilities. C. Sewer and domestic water systems. 72. The building pad shall be certified to have been substantially constructed in accordance with the approved Precise Grading Plan by a registered Civil Engineer, and the Soil Engineer shall issue a Final Soil Report addressing compaction and site conditions. 73. The Developer shall pay to the City the Public Facilities Development Impact Fee as required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.06. 74. The Developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.08. Fire Department 75. Prior to building construction, all locations where structures are to be built shall have approved temporary Fire Department vehicle access roads for use until permanent roads are installed. Temporary Fire Department access roads shall be an all weather surface for 80,000 lbs. GVW. (CFC 8704.2 and 902.2.2.2) • G:\HLC-PROJECTS\.MSS-MADI SON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROVAL.doc 16 76. Prior to building final, all locations where structures are to be built shall have approved Fire Department vehicle access roads to within 150 feet to any portion of the facility or any portion of an exterior wall of the building(s). Fire Department access roads shall be an all weather surface designed for 80,000 lbs. GVW with a minimum AC thickness of .25 feet. ( CFC sec 902) 77. Fire Department vehicle access roads shall have an unobstructed width of not less than twenty-four (24) feet and an unobstructed vertical clearance of not less than thirteen (13) feet six (6) inches. (CFC 902.2.2.1) 78. The gradient for a fire apparatus access roads shall not exceed fifteen (15) percent. (CFC 902.2.2.6 Ord. 99-14) 79. Prior to building construction, dead end road ways and streets in excess of one hundred and fifty (150) feet which have not been completed shall have a turnaround capable of accommodating fire apparatus. (CFC 902.2.2.4) 80. Prior to issuance of building permits, the developer shall furnish one copy of the water system plans to the Fire Prevention Bureau for approval prior to installation. Plans shall be signed by a registered civil engineer; contain a Fire Prevention Bureau approval signature block; and conform to hydrant type, location, spacing and minimum fire flow standards. After the plans are signed by the local water company, the originals shall be presented to the Fire Prevention Bureau for signatures. The required water system including fire hydrants shall be installed and accepted by the appropriate water agency prior to any combustible building materials being placed on an individual lot. (CFC • 8704.3, 901.2.2.2 and National Fire Protection Association 24 1-4.1) • G:\ALC-PROJECTS\MSS-MADI SON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL.doc 17 • PRIOR TO BUILDING OCCUPANCY • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROVAL.doc 18 Public Works • 81. As deemed necessary by the Department of Public Works, the Developer shall receive written clearance from the following agencies: a. Rancho California Water District b. Eastern Municipal Water District C. Department of Public Works 82. All public improvements shall be constructed and completed per the approved plans and City standards to the satisfaction of the Director of the Department of Public Works. 83. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Director of the Department of Public Works. Community Services 84. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. Fire Department 85. Prior to issuance of a Certificate of Occupancy or building final, "Blue Reflective Markers" shall be installed to identify fire hydrant locations. (CFC 901.4.3) • 86. Prior to issuance of a Certificate of Occupancy or building final, approved numbers or addresses shall be provided on all new and existing buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Numbers shall be of a contrasting color to their background. Commercial, multi-family residential and industrial buildings shall have a minimum twelve (12) inches numbers with suite numbers a minimum of six (6) inches in size. All suites shall gave a minimum of six (6) inch high letters and/or numbers on both the front and rear doors. Single family residences and multi-family residential units shall have four (4) inch letters and /or numbers, as approved by the Fire Prevention Bureau. (CFC 901.4.4) 87. Prior to issuance of Certificate of Occupancy or building final, based on square footage and type of construction, occupancy or use, the developer shall install a fire sprinkler system. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval prior to installation. (CFC Article 10, CBC Chapter 9) 88. Prior to issuance of Certificate of Occupancy or building final, based on a requirement for monitoring the sprinkler system, occupancy or use, the developer shall install an fire alarm system monitored by an approved Underwriters Laboratory listed central station. Plans shall be submitted to the Fire Prevention Bureau for approval prior to installation. (CFC Article 10) G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-DOCS\PAR-6-CONDTIONSOFAPPROV AL.cioc 19 IAIQMP LEGEND WT ArlL ALM CATCH BASIN FILTER INSERT LS LANDSCAPE ARES PA PAVED AREA Ar In BUILDING STURCTURE v-�- 00 GRASS SWALE 1045.29) TC (1044.67 FL . ttt•t•+ • IMPERVIOUS AREA ++}+}t++++++ INFILTRATION BASIN AC PAVEMENT 30,655 SF rig= ZEN= samm so= DRAINAGE BOUNDARY -- -- FD HARDSCAPE 4800 SF ACDRAINAGE AREA U ��, -�'6 3 p�R ra C iN ear x. ° - c CONC. DRIVEWAY APPROACH 515 SF �- . -' 6)E E V S Z14 _ ' X T f� -- , �� fl E3. -�-- ,� �---_ 1-46 DISCHARGE POINT -__ 5- BUILDING AREA 12,137 SF RM _ . �;-� Q) v IMPERVIOUS AREA 57,812 SF 1.33ACCAY SITE AREA=1.41 AC -- `� �" 9 ~- - DRq/N 1-=1.33 1.41=0.94 o ! ~-----�--���-�� ' - '° C-Ao � ��� i� � -s � 5 I`CR� � dAA H 13) AIL_ -� -+� rti Now CoNc C�- _ /'`` �,,.;�ti.:;-Q: ._ •�� �� ,��tc) +2,44, CATCH BASIN FILT -1 � ROOF- • 7 PA F AP a � +f�, � , - - ►«` vo� _ Eo o DRA1 > # GRASS SWALE 2 WIDE OPENING . ,+C, o� --9"' -., •: - N r0 L,[� N SC « " + ® 9+ 0.C. --- . .. + 1 - f CAp CE o 24 �� ? --- 4 d 16.1 INFILTRATI �� ,. AC PAVEMENT ROpF-SAS � 6.�SFS 46-Q7F� N BASIN 5 g ►, � t' � c - VARIES O(NI Vie; 001c p�7 --TIO -OF--G INFI ' -� INr +� Q 4sF - r L � rlo ND 8ED 18 NON-COMPACTED GRAVEL �► , r F F O '/ `-- � - o °cF ° GLASS INFILTRATION SWALE 00>► 00 N. Ls - _ (6 NOT TO SCALE 1. CRUSHED STONE, GRAVEL, OR SIMILAR FILTER MATERIALS ACCEPTABLE TO THE CITY INSPECTOR AND HAVING ADEQUATE VOIDS VARYING IN SIZE = ��`� { '- '� ' FROM THREE-QUARTERS TO ONE AND ONE-HALF INCHES IN SIZE SHALL BE P ' �--' L �� �_ `.�` PLACED IN THE TRENCH TO THE DEPTH AND GRADE REQUIRED IN THIS SECTION. 'A F)loull 1_1 v HP P APM :2J., 08-1-1 CO )oFG _ .z ►ti < LS .11 s , I! C' r. [ (/� cam. f^ # 1 - f } > � ROOF 4�' i Roo + ► . �` " RAl 4�.60FG - � Df,? R�OF a; -- -� A DRAIN DISC E id ---- - 5 5 CFG ,c�ONTO LANDS APL 8.o47.2 r 1?0 -: BMPSUMMARY =5169 FT,LS � A =9705 Fe ---- _ y 46. F{ Slap BMP ROOF DRAIN pl CHARGE -_ - - • : - 2 YEAR --24 HR. STORM 1 D YEAR --24 HR. STORM 100 YEAR -24 HR. STORM i ONTO LAND A E :. - � 47.Sor 7.80T 7.6o c ��7.7or ��. or j OFS 4�• Fs 10 �� R R IN D SG�6A f�E -' - � a� PRE" POST PRE POST PRE POST ON 0 DSC PE LS=- i -`` �, cw�,} •. - RUNOFF-CFS 0.13 0.23 0.34 0.44 0,65 0.75 :7� <I7,60T �.S�TC' 47.55T o # !� 4 7.6O rc t�'c Fs �,oSFS �� c '� VELOCITY - FPS 0.10 a 25 a 27 0.35 0"51 0.60 4 7.1 QFS 4 7.1 OFS - o C� -~--- Z_�o j Hp ��� c'� o VOLUME--CUBIC FT 1334 4928 4305 9494 9924 15829 a ,6 55+• + , 4 6.5,E TC �-� 4 7,�5 r�i "' PAVOLUME-AC FT CATCH BASIN FILTER INSERT ««*+ •+� � +# # 46.acFS _ 4 7.15FL, ; + «# _ t +i« + o.of 0.11 0.10 0.21 0.22 0.36 « « « «` # � i 4 .7.Bois DURATION-- MIN # } • :. , � ,+ `� �, � INFILT ATI ICI DIAL s10 s10 810 s10 s10 s10 +0 + + + + > !F + + \ i•-�► .«err W4. 46.' STC r 4 3oTO` 46_5, C 46.8 47. oTC 7,15.C 47 1 47.40T *+++� +:+« ++t6.-_ r �.�� 46.J L � 6.6� 4 .6�� 4OF .�t+*�,:« ` 5, 5FL 45. 5FL 4 .80FL46 �aUFL ri „ t> ►r ♦ �i « + # # H > * # # +T� # # ► i # i # ► # # > > # > i . tea - > > + « i ai i�a ! -- ='a; > Y--- op # i •_ ♦ • i > f _ ► _wF r--i i i \ � ► i �--_►-- a > ► # + > +�+ INFILTRATION BASIN �� _ to �046 r � � �� ��c r � R ,2 5) TC --- - ,�, C1 F� 1� Co �� � (1045.�? F I -� o� � - ��'- �'� �I�r l ���� Nc- r,ij��ER Enginee �. SI-1 28465 OLD TOW! FRONT STREET (951) 506 4869 (951) 506-4919 FAX ,oP VC asOR/ SUITE 315 TEMECULA, CA 92590 PREPARED 5117106 GRAPHIC SCALE 4 P°,F a ,;_11, Nb 20 0 10 20 40 Pm e 8• • �'1045.31 � ����' GU B� _(l 04, ( 16,a6) rc EXHIBIT A FL Ang L A TESOUAL/TM"A� GEMEN L SCALE: I=' � �o� f A N Pm 21081--sl PARCEL 6 PM23661-1 PA05-0101 SHEET 1 OF 1 89. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box" shall • be provided. The Knox-Box shall be installed a minimum of six (6) feet in height and be located to the right side of the fire sprinkler riser door. (CFC 902.4) 90. All manual and electronic gates on required Fire Department access roads or gates obstructing Fire Department building access shall be provided with the Knox Rapid entry system for emergency access by fire fighting personnel. (CFC 902.4) 91. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire Department for approval, a site plan designating Fire Lanes with appropriate lane painting and or signs. 92. Prior to the building final, speculative buildings capable of housing high-piled combustible stock, shall be designed with the following fire protection and life safety features: an automatic fire sprinkler system(s) designed for a specific commodity class and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains, Fire Department access doors and Fire department access roads. Buildings housing high-piled combustible stock shall comply with the provisions Califomia Fire Code Article 81 and all applicable National Fire Protection Association standards. (CFC Article 81) 93. Prior to the issuance of a Certificate of Occupancy or building final, the developer/applicant shall be responsible for obtaining underground and/or aboveground tank permits for the storage of combustible liquids, flammable liquids or any other hazardous materials from both the County Health department and Fire Prevention Bureau.(CFC 7901.3 and 8001.3) . 94. Prior to issuance of a Certificate of Occupancy or building final a simple plot plan and a simple floor plan, each as an electronic file of the .DWG format must be submitted to the Fire Prevention Bureau. Alternative file formats may be acceptable, contact fire prevention for approval. 95. If there are changes to underlying maps then prior to map recordation the applicant shall submit to the Fire Prevention Bureau a georectified (pursuant to Riverside County standards) digital version of the map including parcel and street centerline information. The electronic file will be provided in a ESRI Arclnfo/ArcView compatible format and projected in a State Plane NAD 83 (California Zone VI ) coordinate system. The Bureau must accept the data as to completeness, accuracy and format prior to satisfaction of this condition. 96. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and quantities approved as part of their Fire Code permit. These changes shall be submitted to the Fire Prevention Bureau for review and approval per the Fire Code and is subject to inspection. (CFC 105) • G:\HLC-PROJECTS\MSS-MADISON\PAR6-FILES-ROCS\PAR-6-CONDTIONSOFAPPROV AL.doc 20 Water Quality Management Plan(WQMP) PARCEL 6 MADISON AVE • OFFICE/COMMERCIAL BUILDING Appendix B Vicinity Map and Site Plan • w d � � Rp O �LM1Fh �o} I ...a, :.'ll �i `'t' .4, �'"r' F hJle� 4 �F�`i Pt2rty�.i�# "� �•�.}{, A-0TI�� v. ro Q„ ��ti♦�� t� LPG � 4� .j � T �_+ 13 ?� � 7a•'y,. � \`�y F w ,„ ry� ' �` m"�° �z i� �,4 � ' �i"« . � aC� I � y� 'A •4MtF e " d y wa p �• ` i�1� - < U^'� rho \.4 �*. `•, � A e �t Y o _ `"y +�ei �1 ^•,r ��/age R11 � PATH OF DISCHARGES - 2/9I wt tlml \r �,$ �� '�..✓J� .y �� Rh1mEL�R MOUMAt nd.ff a7,{ 75 SRIDN.AfAK� �;'. � _� / �� i • qgn�ill t J I •a �� n��n�}\e °an an 32T3 Ranch e, I.• :7 S f t i �! �.lfisokp� ri }� .. -'�ry —o / �i°� Y,�=h i. �}�.�aUl"` -�^✓� ,_.t t-, �,-•,�, 4 ; Oil o ag> wnamx= . - wai Y� V i sounw. �t Iwaie I I ^ \J/MourriaRJ: f R1yER� E�COUNTY P SA D{E CAUN7Ya Mu1EA •ILotL9iGII- '��-} ti"-�F'7'' _ INzta Lvriat�o I 4la c, \ \ r}y>z Xj Rena` �/f SY= 5 f— r b 7 'r.> / �✓i PECHANS4 >•�! i i ....lt,I� �- #EarCAVR AW i r �� ! J Ci' i34T� / Ranch j IiUN / �_ !yJ _ A { }. rl Intc•C ¢. �4 .Sr•'\` y "\ f, S1' \ Yr� bn aM OLYMPLS `L�\R'!>2tb°� • 1 N_z� TOU .. _ RMAtaGE OVEEifI ' BLETON tt s- ca CBE to { w-_��.. ••rw> °rwta r 99"`E' "- Fn! ,1�•�J, _:rj?� IND J / _. � `�P 9 � b -�_ � r xt'xr .� 'Po`rd. i 1\iglhDi?M ' y4aNr•J`G \ -„f Nool F al` a tA?� RES'R h}(' opB Ed — ♦ 4P.CREi -.Ri \( (� IM IRO Itt R%gagch ��•.. � Ain, MT fJfA!BAT ench � n� II 56 % •m .AE:, /t � d ca +o„ ''_ J�.t Y uE Ri. ;•h `-:wpt t Cen tilift t?CEArlSlDE - := i 3. 'J•�tj lS@n t esr 7 u-�w• t� South Ocea+slpe ,�,��ss t ✓ �„ r° J� • /— SL�/L S CarisFwd ! r .z a " X>s —��-- Water Quality Management Plan (WQMP) PARCEL6 MADISON AVE OFFICE/COMMERCIAL BUILDING Appendix C Supporting Detail Related to Hydraulic Conditions of Concern • PRE-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 • 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 - 1999, Version 6.0 Study date 04/06/06 File: PAR6EX242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ----------------------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC 5 WCD Manual date - April 1978 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- EXISTING 10 YEAR STORM PARCEL 6 HLC TEMECULA ----' - ------------------- ---------------------------------- Drainage Area = 1.40(Ac.) 0.002 Sq. Mi. Length along longest watercourse = 2B0.00(Ft.) Length along longest watercourse measured to centroid = 140.00(Ft.) Length along longest watercourse = 0.053 Mi. Length along longest watercourse measured to centroid = 0.027 Mi. Difference in elevation = 4.00(Ft.) Slope along watercourse = 75.4286 Ft./Mi. Average Manning's 'N' = 0.020 Lag time 0.017 Hr. Lag time = 1.04 Min. • of lag time = 0.26 Min. 40% 908 of lag time = 0.4292 Min. Unit time = 30.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.) [I] Rainfall(In) [2] Weighting[1*2] 1.40 1.80 2.52 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1*2] 1.40 4.50 6.30 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 1.400 86.00 0.000 Total Area Entered = 1.40(Ac. ) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) • 86.0 86.0 0.176 0.000 0.176 1.000 0.176 Sum (F) = 0.176 Area averaged mean soil loss (F) (In/Hr) = 0.176 PRE-CONSTRUCTION 2YR-24HR Page 1 of 3 PRE-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Minimum soil loss rate ((In/Hr)) = 0.088 • (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 8 of lag Distribution Unit Hydrograph (hrs) Graph 8 (CFS) _____________________________________________________________________ 1 0.500 2872.193 100.000 1.411 Sum = 100.000 Sum= 1.411 _______________________________________________________________________ Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.50 0.50 0.018 0.308 0.016 0.00 2 1.00 0.70 0.025 0.301 0.023 0.00 3 1.50 0.60 0.022 0.294 0.019 0.00 4 2.00 0.70 0.025 0.287 0.023 0.00 5 2.50 0.80 0.029 0.280 0.026 0.00 6 3.00 1.00 0.036 0.273 0.032 0.00 7 3.50 1.00 0.036 0.267 0.032 0.00 6 4.00 1.10 0.040 0.260 0.036 0.00 9 4.50 1.30 0.047 0.253 0.042 0.00 10 5.00 1.50 0.054 0.247 0.049 0.01 11 5.50 1.30 0.047 0.241 0.042 0.00 12 6.00 1.60 0.058 0.234 0.052 0.01 13 6.50 1.80 0.065 0.228 0.058 0.01 14 7.00 2.00 0.072 0.222 0.065 0.01 15 7.50 2.10 0.076 0.216 0.068 0.01 • 16 8.00 2.50 0.090 0.210 0.081 0.01 17 8.50 3.00 0.108 0.204 0.097 0.01 18 9.00 3.30 0.119 0.199 0.107 0.01 19 9.50 3.90 0.140 0.193 0.126 0.01 20 10.00 4.30 0.155 0.188 0.139 0.02 21 10.50 3.00 0.108 0.182 0.097 0.01 22 11.00 4.00 0.144 0.177 0.130 0.01 23 11.50 3.60 0.137 0.172 0.123 0.01 24 12.00 3.50 0.126 0.167 0.113 0.01 25 12.50 5.10 0.184 0.162 --- 0.02 26 13.00 5.70 0.205 0.157 --- 0.05 27 13.50 6.80 0.245 0.152 --- 0.09 28 14.00 4.60 0.166 0.148 --- 0.02 29 14.50 5.30 0.191 0.143 --- 0.05 30 15.00 5.10 0.184 0.139 -- 0.04 31 15.50 4.70 0.169 0.135 --- 0.03 32 16.00 3.80 0.137 0.131 --- 0.01 33 16.50 0.80 0.029 0.127 0.026 0.00 34 17.00 0.60 0.022 0.123 0.019 0.00 35 17.50 1.00 0.036 0.119 0.032 0.00 36 18.00 0.90 0.032 0.116 0.029 0.00 37 18.50 0.80 0.029 0.112 0.026 0.00 38 19.00 0.50 0.018 0.109 0.016 0.00 39 19.50 0.70 0.025 0.106 0.023 0.00 40 20.00 0.50 0.018 0.103 0.016 0.00 41 20.50 0.60 0.022 0.100 0.019 0.00 42 21.00 0.50 0.018 0.098 0.016 0.00 43 21.50 0.50 0.018 0.096 0.016 0.00 44 22.00 0.50 0.018 0.094 0.016 0.00 45 22.50 0.50 0.018 0.092 0.016 0.00 46 23.00 0.40 0.014 0.090 0.013 0.00 47 23.50 0.40 0.014 0.089 0.013 0.00 48 24.00 0.40 0.014 0.088 0.013 0.00 Sum = 100.0 Sum = 0.5 • Flood volume = Effective rainfall 0.26(In) times area l.4(Ac.)/[ (In)/(Ft.) ] = 0.0(AC.Ft) Total soil loss = 1.54(In) PRE-CONSTRUCTION 2YR-24HR Page 2 of 3 PRE-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Total soil loss = 0.179(Ac.Ft) • Total rainfall = 1 ) um Flood vole = 133439.4 Cubic Feet Total soil loss = 7813.2 Cubic Feet ___________________________________________________ _ Peak flow rate of this hydrograph = 0.131(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 30 Minute intervals ((CFS) ) ____ ______________________________________________________ Time(h+m) Volume AC.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 __ ____--_ ______0_00__Q_________I___________________I _ 0+30 0.0001 1 1+ 0 0.0003 0.00 Q 1+30 0.0004 0.00 Q 2+ 0 0.0005 0.00 Q 2+30 0.0007 0.00 Q 3+ 0 0.0009 0.01 QV I 3+30 0.0011 0.01 QV 4+ 0 0.0013 0.01 QV 4+30 0.0016 0.01 Q V I 5+ 0 0.0019 0.01 Q V I 5+30 0.0022 0.01 Q V I 6+ 0 0.0025 0.01 Q V 6+30 0.0029 0.01 Q V 7+ 0 0.0033 0.01 Q V 7+30 0.0038 0.01 Q V 8+ 0 0.0043 0.01 Q V 8+30 0.0049 0.02 Q V 9+ 0 0.0056 0.02 Q V I 9+30 0.0064 0.02 Q V 10+ 0 0.0073 0.02 Q VI 10+30 0.0080 0.02 Q V I I I ll+ 0 0.0088 0.02 Q V 11+30 0.0096 0.02 Q I V 12+ 0 0.0104 0.02 Q V 12+30 0.0116 0.03 Q V 13+ 0 0.0144 0.07 Q V I 13+30 0.0198 0.13 Q V 14+ 0 0.0209 0.03 Q V 14+30 0.0236 0.07 Q V 15+ 0 0.0262 0.06 Q V 15+30 0.0283 0.05 Q V 16+ 0 0.0286 0.01 Q V 16+30 0.0288 0.00 Q V 17+ 0 0.0289 0.00 Q V 17+30 0.0291 0.01 Q V 18+ 0 0.0293 0.00 Q - V 18+30 0.0295 0.00 Q V 19+ 0 0.0296 0.00 Q V 19+30 0.0297 0.00 Q V 20+ 0 0.0298 0.00 Q V 20+30 0.0300 0.00 Q VI 21+ 0 0.0301 0.00 Q I VI 21+30 0.0302 0.00 Q I VI 22+ 0 0.0303 0.00 Q I VI 22+30 0.0304 0.00 Q I VI 23+ 0 0.0305 0.00 Q 1 1 VI 23+30 0.0305 0.00 Q I VI 24+ 0 0.0306 0.00 Q I V ----------------------------------------------------------------------- PRE-CONSTRUCTION 2YR-24HR Page 3 of 3 PRE-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 • U n i t H y d r o g r a p h .A n a 1 v a i a Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/05/06 File: PAR6EX2410.out +-+++++++++++++++++++++++++++++++++++++++++++♦i++++i+++++i+t+tt+++++++++ ------------------------------------------------------------------------ Riverside County _Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1976 English (in-lb) Input Units Used English Rainfall Data (inches) Input Values Used English Units used in output. format --------------------------------------------------------------------- 10 YEAR PRE-CONSTRUCTION STORM PARCEL 6 HLC ------------------------------------- Drainage Area = 1.40(Ac. ) = 0.002 Sq. Mi. Length along longest watercourse = 280.00(Ft. ) Length along longest watercourse measured to centroid = 140.00(Ft. ) Length along longest watercourse = 0.053 Mi. Length along longest watercourse measured to r_entroid = 0.027 Mi. Difference in elevation = 4.00(Ft.) Slope alone watercourse = 75.4286 Ft./Mi. Average Manning's 'N' = 0.020 • Lag time = 0.017 Lag time = 1.04 09 Min. 25€ of lag time = 0.16 Min. 40% of lag time = 0.42 Min. Unit time = 30.00 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] 1.a0 1.80 2.52 100 YEAR Area rainfall data: Area(A.C. ) [1] Rainfall(In) [2] Weighting[!*') 1.40 4.50 6.30 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(in) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 £ Adjusted average point rain = 2.911(In) Sub-Area Data: A.rea(AC. ) Runoff Index Impervious % 1.400 86.00 0.000 Total Area Entered = 1.40(Ac. ) • RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC? AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 86.0 86.0 0.176 0.000 0.176 1.000 0.176 PRE-CONSTRUCTION IOYR-24HR Page 1 of 3 PRE-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Sum (F) = 0.176 • Area averaged mean soil loss (F) (In/Hr) = 0.176 Minimum soil loss rate ( (In/Hr) ) = 0.08E (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 8 of lag Distribution Unit Hydrograph (hrs) Graph % (CPS) --------------------------------------------------------------------- 1 0.500 2e12.193 100.000 1.411 Sum = 100.000 Sum= 1.411 ----------------------------------------------------------------------- Unit Time Pattern Storm Fain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max I Low (In/Hr) 1 0.50 0.50 0.029 0.308 0.026 0.00 2 1.00 0.70 0.041 0.301 0.037 0.00 3 1.50 0.60 0.035 0.294 0.031 0.00 4 2.00 0.70 0.041 0.287 0.037 0.00 5 2.50 0.80 0.047 0.280 0.042 0.00 6 3.00 1.00 0.058 0.273 0.052 0.01 7 3.50 1.00 0.058 0.267 0.052 0.01 8 4.00 1.10 0.064 0.260 0.05E 0.01 9 4.50 1.30 0.076 0.253 0.068 0.01 10 5.00 1.50 0.087 0.247 0.079 0.01 11 5.50 1.30 0.076 0.241 0.068 0.01 12 6.00 1.60 0.093 0.234 0.084 0.01 13 6.50 1.60 0.105 0.228 0.094 0.01 • 14 7.00 2. 0 0.12 0.222 0.105 0.01 15 7.50 2.10 0.122 0.216 0.110 0.01 16 8.00 2.50 0.146 0.210 0.131 0.01 17 8.50 3.00 0.175 0.204 0.157 0.02 18 9.00 3.30 0.192 0.199 0.173 0.02 19 9.50 3.90 0.227 0.193 --- 0.03 _ 20 10.00 4.30 0.250 0.i88 --- 0.06 21 10.50 3.00 0.175 0.182 0.157 0.02 22 1L.00 4.00 0.233 0.177 --- 0.06 23 11.50 3.80 0.221 0.172 --- 0.05 24 12.00 3.50 0.204 0.167 --- 0.04 25 12.50 5.10 0.297 0.162 --- 0.14 26 13.00 5.70 0.332 0.157 --- 0.17 27 13.50 6.80 0.396 0.152 --- 0.24 26 14.00 4.60 0.268 0.148 --- 0.12 29 14.50 5.30 0.309 0.143 --- 0.17 30 15.00 5.10 0.297 0.139 --- 0.16 31 15.50 4.70 0.274 0.135 --- 0.14 32 16.00 3.80 0.221 0.131 --- 0.09 33 16.50 0.80 0.047 0.127 0.042 0.00 34 17.00 0.60 0.035 0.123 0.031 0.00 35 17.50 1.00 0.058 0.119 0.052 0.01 36 18.00 0.90 0.052 0.116 0.047 0.01 37 18.50 0.80 0.047 0.112 0.042 0.00 38 19.00 0.50 0.029 0.109 0.026 0.00 39 19.50 0.70 0.041 0.106 0.037 0.00 40 20.00 0.50 0.029 0.103 0.026 0.00 41 20.50 0.60 0.035 0.100 0.031 0.00 42 21.00 0.50 0.029 0.098 0.026 0.00 43 21.50 0.50 0.029 0.096 0.016 0.00 44 21.00 0.50 0.029 0.094 0.026 0.00 45 22.50 0.50 0.099 0.092 0.026 0.00 46 23.00 0.40 0.023 0.090 0.021 0.00 47 23.50 0.40 0.023 0.089 0.021 0.00 • 48 24.00 0.40 0.023 0.088 0.021 0.00 Sum = 100.0 Sum = 1.7 Flood volume = Effective rainfall 0.85(In) PRE-CONSTRUCTION IOYR-24HR Page 2 of 3 PRE-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 times area 1.4(Ac. )/[ (In)/(Ft. )7 = 0.1(Ac.Ft) • Total soil loss = 2.06(In) Total soil loss = 0.291(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 4304.9 Cubic Feet Total soil loss = 10487.8 Cubic Feet _ ____ _ ________________________________________ Peak flow rate of this hydrograph = 0.344 (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 30 Minute intervals ( (CFS) ) ______________________________________________________ _ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 _______________________________________________________________________ 0+30 0.0002 0.00 Q 1+ 0 0.0004 0.01 Q 1+30 0.0006 0.00 Q 2+ 0 0.0008 0.01 Q 2+30 0.0011 0.01 Q 3+ 0 0.0015 0.01 Q 1 I 1 3+30 0.0018 0.01 Q 4+ 0 0.0022 0.01 Q 4+30 0.0096 0.01 QV 5+ 0 0.0031 0.01 QV 5+30 0.0036 0.01 QV 6+ 0 0.0041 0.01 QV 6+30 0.0047 0.01 QV 7+ 0 0.0054 0.02 Q v I 1 7+30 0.0061 0.02 Q V I 8+ 0 0.0070 0.02 Q V I 8+30 0.0080 0.02 Q V 1 • 9+ 0 0.01 0.03 Q V I 9+30 0.011111 0.05 Q VI I I I 10+ 0 0.0147 0.09 Q V I 09 10+30 0.0157 0.02 Q v I 11+ 0 0.0190 0.08 Q V I 11+30 0.0219 0.07 Q V I 12+ 0 0.0240 0.05 Q VI 12+30 0.0319 0.19 Q V 13+ 0 0.0421 0.25 Q V I I 13+30 0.0563 0.34 IQ V I 14+ 0 0.0633 0.17 Q V I 14+30 0.0730 0.23 Q I VI 1 15+ 0 0.0822 0.22 Q V 1 15+30 0.0903 0.20 Q V 1 16+ 0 0.0956 0.13 Q V 1 16+30 0.0958 0.01 Q V 1 17+ 0 0.0960 0.00 Q V 1 17+30 0.0964 0.01 Q I VI 18+ 0 0.0967 0.01 Q I VI 18+30 0.0970 0.01 Q I VI i9+ 0 0.0971 0.00 Q VI 19+30 0.0974 0.01 Q I VI 20+ 0 0.0975 0.00 Q I I I VI 20+30 0.0977 0.00 Q I I I VI 21+ 0 0.0979 0.00 Q I I VI 21+30 0.0961 0.00 Q I I VI 22+ 0 0.0982 0.00 Q I I I VI 22+30 0.0984 0.00 Q I I I VI 23+ 0 0.0986 0.00 Q I I I VI 23+30 0.0987 0.00 Q I I I VI 24+ 0 0.0988 0.00 Q I I I V ----------------------------------------------------------------------- PRE-CONSTRUCTION IOYR-24HR Page 3 of 3 PRE-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 • 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 - 1999, Version 6.0 Study date 04/05/06 File: PAR6EX24100.out r+++++++++r+++++++:++++++++++++++++++++++++++++++++++++++++++++r++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 5 WCD Manual date - April 1978 Frank D. Gorman, F.E. - SIN 867 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output forma, --------------------------------------------------------------------- 100 YEAR PRE-CONSTRUCTION PARCEL 6 HLC -------------------------------------------------------------------- Drainage Area = 1.40(Ac. ) = 0.002 Sq. Mi. Length along longest watercourse = 280.00(Ft. ) Length along longest watercourse measured to centroid = 140.00(Ft. ) Length along longest watercourse = 0.053 Mi. Length along longest watercourse measured to centroid = - 0.027 Mi. Difference in elevation = 4.00(Ft. ) • Slope along watercourse = 75.4266 Ft./Mi. Average Manning's 'N' = 0.020 Lag time = 0.017 Hr. Lag time = 1.04 Min. 251 of lag time = 0.26 Min. 40% of lag time = 0"42 Min. Unit time = 30.00 Min. Duration of storm = 24 Hour(s) User Entered Ease Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(A.c. ) [1] Rainfall(In) [2] Weighting[l`2] 1.40 1.80 2.52 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1*2] 1.40 4.50 6.30 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.500(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain.•(area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac. ) Runoff index Impervious F 1.400 86.00 0.000 Total Area Entered = 1.901Ac. ) • RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F PRE-CONSTRUCTION 100YR-24HR Pagel 03 PRE-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 AMC2 AMC-2 (ln/Hi) (Dec.%) (In/Hr) (Dec. ) (In/Hr) • 86.0 86.0 0.176 0.000 0.176 1.000 0.17E Sum (F) = O.176 .Area averaoed mean soil loss (F) (In/Hr) = 0.17E Minimum soil loss rate ( (In/Hr) ) = 0.088 (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 9 of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ---- --- ------- - - _ 1 0.500 2672193 100.000 1.411 Sum = 100.000 Sum- 1-411 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr- ) Percent (In/Hr) Max I Low (Sn/F.r) 1 0.50 0.50 0.045 0.308 0.040 0.00 2 1.00 0.70 0.063 0.301 0.057 0.01 3 1.50 0.60 0.054 0.294 0.049 0.01 4 2.00 0.70 0.063 0.287 0-057 0.01 5 2.50 0.80 0.072 0-280 0.065 0.01 6 3.00 1.00 0.090 0.273 0.061 0.01 7 3.50 1.00 0.090 0-267 0-081 0-01 6 4-00 1.10 0.099 0.260 0.089 0.01 9 4.50 1.30 0-117 0.253 0.105 0.01 10 5.00 1.50 0.135 0.247 0.121 0.01 11 5.50 1.30 0.117 0.241 0.105 0.01 • 12 6.50 1.80 0.162 0.228 0.146 0.02 13 6.50 1.80 0.162 0.228 0.14E 0.02 14 7.00 2.00 0.180 0.222 0.162 0.02 15 7.50 2.10 0.189 0-216 0.170 0.02 16 8.00 2.50 0.225 0.210 --- 0.01 17 8.50 3.00 0.270 0.204 --- 0.07 18 9.00 3-30 0.297 0.199 --- 0.10 19 9.50 3.90 0.351 0.193 --- 0.16 20 10.00 4.30 0.387 0.188 --- 0.20 2l 10.50 3.00 0.270 0.162 --- 0.09 22 I1.00 4.00 0.360 0.177 --- OAS 23 11.50 3.80 0.342 0.172 --- 0.17 24 12-00 3.50 0.315 0.167 --- 0.15 25 12.50 5.10 0.459 0.162 --- 0.30 26 13.00 5.70 0.513 0.157 --- 0.36 27 13.50 6.80 0-612 0.152 --- 0.46 26 14.00 4.60 0.414 0.148 --- 0.27 29 14.50 5.30 0.477 0.143 --- 0.33 30 15.00 5.10 0.459 0-139 --- 0.32 31 15.50 4.70 0.423 0.135 --- 0.29 32 i6.00 3.60 0.342 0.131 --- 0.11 33 16.50 0.80 0.072 0.127 0.065 0.01 34 17.00 0.60 0.054 0.123 0.049 0.01 35 17.50 1.00 0.090 0.119 0.081 0.01 36 18.00 0.90 0.081 0.116 0.073 0.ul 37 18-50 0.80 0.072 0.112 0.065 0.01 38 19-00 0.50 0.045 0.109 0.040 0.00 39 19.50 0.70 0.063 0.106 0.057 0.01 40 20.00 0.50 0.045 0.103 0.040 0.00 41 20.50 0.60 0.054 0.100 0.049 0.01 42 21.00 0.50 0.045 0.098 0.040 0.00 43 21.50 0.50 0.045 0.096 0.040 0.00 44 22.00 0.50 0.045 0.094 0.040 0.00 45 22.50 0.50 0.045 0.092 0.040 0.00 • 46 23. 0 0.40 0.036 0.090 0.032 0.00 97 23.50 0.40 0.036 0.08989 0.032 0.00 48 24.00 0.40 0.036 0.088 0.032 0-00 PRE-CONSTRUCTION 100YR-24HR Page 2 of I PRE-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Sum = 100.0 Sum = 3.9 • Flood volume = Effective rainfall 1.95(In) times area 1.4(Ac.)/[(I.)/(Ft. )] = 0.2(Ac.Ft) Total soil loss = 2.55(In) Total soil loss = 0.297(7kc.Ft) Total rainfall = 4.50(In) Flood volume = 9924.0 Cubic Feet Total soil loss = 12945.0 Cubic Feet -------------------------------------------------------------------- Feak flow rate of this hydrogiaph = 0.649(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 -------------------------------------------------------------------- Hvdrograph in 30 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume AC-Ft Q(CFS) 0 2.5 5.0 7.5 i0.0 --0 ---_-- - __ -------------------------------------- +30 0.0003 0 -1 Q 1+ 0 0.0006 0.01 Q 1+30 0.0009 0.01 Q I I I 2+ 0 0.0013 0.01 Q 2+30 0.0017 0.01 Q 3+ 0 0.0023 0.01 Q 3+30 0.0028 0.01 Q 4+ 0 0.0034 0.01 Q 4+30 0.0040 0.02 Q 5+ 0 0.0048 0.02 Q 5+30 0.0055 0.02 Q I I 6+ 0 0.0064 0.02 QV 6+30 0.0073 0.02 QV 7+ 0 0.0083 0.03 QV 7+30 0.0094 0.03 QV • 8+ 0 0.0103 0.02 QV 8+30 0.0141 0.09 Q V I I I I 9+ 0 0.0199 0.14 Q V 9+30 0.0291 0.22 Q V I I 10+ 0 0.0407 0.28 IQ V I I 1 1 10+30 0.0456 0.12 Q V I I I I if+ 0 0.0565 0.26 IQ VI I I I 11+30 0.0664 0.24 Q V I 1 1 12+ 0 0.0751 0.21 Q I V I 1 1 12+30 0.0924 0.42 IQ I V I 1 1 13+ 0 0.1132 0.50 I Q I VI 1 1 13+30 0.1400 0.65 1 Q I V I 14+ 0 0.1555 0.38 IQ I I V I 14+30 0.1750 0.47 IQ I I V 15+ 0 0.1936 0.45 IQ I I I V 1 15+30 0.2105 0.41 IQ I I I V 1 16+ 0 0.2228 0.30 IQ I I VI 16+30 0.2232 0.01 Q I I I VI 17+ 0 0.2235 0.01 Q I I I VI 17+30 0.2240 0.01 Q I I I VI 18+ 0 0.2945 0.01 Q I I I VI 18+30 0.2249 0.01 Q I I I VI 19+ 0 0.2252 0.01 Q I I I VI 19+30 0.2256 0.01 Q I I I VI 20+ 0 0.2258 0.01 Q I I I VI 20+30 0.2261 0.01 Q I I I VI 21+ 0 0.2264 0.01 Q I I I VI 21+30 0.2267 0.01 Q I I I VI 22+ 0 0.2269 0.01 Q I I I VI 22+30 0.2272 0.01 Q I I I VI 23+ 0 0.2274 0.01 Q I I I VI 23+30 0.2276 0.01 Q I I I VI 24+ 0 0.2279 0.01 Q I I I '✓ ----------------------------------------------------------------------- • PRE-CONSTRUCTION 100YR-24HR Page 1 of 1 POST-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 • 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 - 1999, Version 6.0 Study date 04/05/06 File: P.AR6DEV242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++s+ ________________________________________________________________________ Riverside County Synthetic Unit Hydrology Method RCFC 5 WCD Manual date - April 1978 _____________________________________________________ English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ___-__ YEAR DEVELOPED CONDITION PARCEL 6 TEMECULA. HLC ____________________________________________________________________ Drainage Area = 1.40(Ac. ) = 0.002 Sq. Mi- Length along longest watercourse = 390.00(Ft. ) Length along longest watercourse measured to centroid = 140.00(Ft. ) Length along longest watercourse = 0.074 Mi. Length along longest watercourse measured to centroid = 0.027 Mi. Difference in elevation = 4.00(Ft.) Slope along watercourse = 54.1538 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.016 Hr. Lag time = 0.95 Min. • 25% of lag time = 0. Min. 40%0€ of lag time = 0.3838 Min. Unit time = 30.00 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[112) 1.40 1.80 2.52 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2) Weighting[1*2) 1.40 4.50 6.30 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 € Adjusted average point rain = 1.600(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 8 1.400 56.00 0.900 Total .Area Entered = 1.40(A.c. ) RI RI infil. Rate Impervious Adj. Infii. Rate Area€ F AMC? AMC-2 (In/Hr) (Dec.€) (In/Hr) )Dec. ) (In/Hr) • 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum (F) = 0.097 Area averaged mean soil loss IF) (In/Hr) = 0.097 POST-CONSTRUCTION 2YR-24HR Page 1 of') POST-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Minimum soil loss rate ( (In/Hr) ) - 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 ----_---_----_----_---------__________ U n i t H v d r o g r a p h VALLEY S-Curve _________________________________________ Unit Hydrograph Data _____________________________________________________________________ Unit time period Time a of lag Distribution Unit Hydrograph ihrs) Graph % (CFS) -_-__-_____ _____________________ -___________-_____ 1 0.500 3170.485 100.000 1.411 Sum = 100.000 Sum= 1.411 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Fir) Max I Low (In/Hr) 1 0.50 0.50 0.018 0.170 0.005 0.01 2 1.00 0.70 0.025 0.166 0.007 0.02 3 1.50 0.60 0.022 0.163 0.006 0.02 4 2.00 0.70 0.025 0.159 0.007 0.02 2.50 0.80 0.029 0.155 0.007 0.02 6 3.00 1.00 0.036 0.151 0.009 0.03 7 3.50 1.00 0.036 0.147 0.009 0.03 8 4.00 1.10 0.040 0.144 0.010 0.03 9 4.50 1.30 0.047 0.140 O.OL2 0.03 10 5.00 1.50 0.054 0.137 0.014 0.04 it 5.50 1.30 0.047 0.133 0.012 0.03 12 6.00 1.60 0.058 0.130 0.015 0.04 13 6.50 1.80 0.065 0.126 0.017 0.05 14 7.00 2.00 0.072 0.123 0.019 0.05 i5 7.50 2.10 0.076 0.119 0.020 0.06 16 8.00 2. 0 0. 0.11 0.023 0.0 17 8.50 3.000 G.108 108 0.113 0.028 0.08 i8 9.00 3.30 0.119 0.110 0.01 19 9.50 3.90 0.140 0.107 --- 0.03 20 10.00 4.30 0.155 0.104 --- 0.05 21 10.50 3.00 0.108 0.101 --- 0.01 22 11.00 4.00 0.144 0.098 --- 0.05 23 11.50 3.80 0.137 0.095 --- 0.04 24 12.00 3.50 0.126 0.092 --- 0.03 25 12.50 5.10 0.184 0.089 --- 0.09 26 13.00 5.70 0.205 0.087 --- 0.12 27 13.50 6.80 0.245 0.084 --- 0.16 28 14.00 4.60 0.166 0.082 --- 0.08 29 14.50 5.30 0.191 0.079 --- 0.11 30 15.00 5.10 0.184 0.077 --- 0.11 31 15.50 4.70 0.169 0.074 --- 0.09 32 16.00 3.80 0.137 0.072 --- 0.06 33 16.50 0.80 0.029 0.070 0.007 0.02 34 17.00 0.60 0.022 0.068 0.006 0.02 35 17.50 1.00 0.036 0.066 0.009 0.03 36 18.00 0.90 0.032 0.064 0.008 0.02 37 18.50 0.80 0.029 0.062 0.007 0.02 39 19.00 0.50 0.018 0.060 0.005 0.01 39 19.50 0.70 0.025 0.059 0.007 0.02 40 20.00 0.50 0.012 0.057 0.005 0.01 41 20.50 0.60 0.022 0.055 0.006 0.02 42 21.00 0.50 0.018 0.054 0.005 0.01 43 21.50 0.50 0.018 0.053 0.005 0.01 44 22.00 0.50 0.018 0.052 0.005 0.0I 45 22.SO 0.50 0.018 0.051 0.005 0.01 46 23.00 0.40 0.014 0.050 0.004 0.91 47 23.50 0.40 0.014 0.049 0.004 0.01 48 24.00 0.40 0.014 0.049 0.004 0.01 Sum = 100.0 Sum = 1.9 • Flood volume = Effective rainfall 0.97fIn) times area 1.4 OP.c-. )/ [ (In)/(Ft. )] = 0.1(Ac.Ft) Total soil loss = 0.83(In) POST-CONSTRUCTION 2YR-24HR Page 2 of 3 POST-CONSTRUCTION 2 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Total soil loss = 0.097(.AC.Ft) • Total rainfall n) 4927.8 Flood volume 927 Cubic Feet Total soil loss = 4219.8 Cubic Feet ------------------------------------------------ - Peak flow rate of this hydrograph = 0.227(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 30 Minute intervals ( (CFS) ) -------------------------------------------- _-__ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 __ ------ ---_- -O _- --------------------------- -_- 0+30 0.02 Q 1+ 0 0.0019 0.03 Q 1+30 0.0028 0.02 Q 2+ 0 0.0039 0.03 QV 2+30 0.0051 0.03 QV 3+ 0 0.0067 0.04 Q V 3+30 0.0082 0.04 Q V I I I 4+ 0 0.0099 0.04 Q V I 4+30 0.0120 0.05 Q V I 5+ 0 0.0143 0.06 Q V I 5+30 0.0163 0.05 Q V I - 6+ 0 0.0188 0.06 Q V I 6+30 0.0216 0.07 Q V I 7+ 0 0.0247 0.08 Q V I 7+30 0.0280 0.08 Q VI 8+ 0 0.0319 0.09 Q V 8+30 0.0365 0.21 Q v 9+ 0 0.0370 0.01 Q I V 9+30 0.0390 0.05 Q V 10+ 0 0.02 0.0 Q V 10+30 0.0424 0.02 . Q I V I I I ll+ 0 0.0451 0.07 Q V 11+30 0.0975 0.06 Q 1 V I I I 12+ 0 0.0495 0.05 Q v I 12+30 0.0550 0.13 Q VI 13+ 0 0.0619 0.17 Q V 13+30 0.0713 0.23 Q V 14+ 0 0.0762 0.12 Q 4 I 14+30 0.0827 0.16 Q VI I 15+ 0 0.0889 0.15 Q V 1 15+30 0.0944 0.13 Q I V 1 16+ 0 0.0982 0.09 Q 1 V 1 16+30 0.0995 0.03 Q V 17+ 0 0.1004 0.02 Q V 17+30 0.1019 0.04 Q V 18+ 0 0.1033 0.03 Q V 1 18+30 0.1046 0.03 Q V 1 19+ 0 0.1054 0.02 Q V I 19+30 0.1064 0.03 Q v 1 20+ 0 0.1072 0.02 Q V I 20+30 0.1082 0.02 Q v 1 21+ 0 0.1089 0.02 Q V I 21+30 0.1097 0.02 Q V I 22+ 0 0.1105 0.02 Q VI 22+30 0.1113 0.02 Q VI 23+ 0 0.1119 0.02 Q VI 23+30 0.1125 0.02 Q VI 24+ 0 0.1131 0.02 Q v ----------------------------------------------------------------------- POST-CONSTRUCTION 2YR-24HR Page 3 of 3 POST-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 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 - 1999, Version 6.0 Study date 04/05/06 File: PAR6DEV2410.out ++++++++++:+++++++++++++++:+++++-+++i+++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC S WCD Manual date - April 1978 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 10 YEAR DEVELOPED CONDITION PARCEL 6 TEMECULA --------------------------------------------- _ Drainage Area = 1.40(Ac. ) 0.002 Sq. Mi. Length along longest watercourse = 390.00(Ft.) Length along longest watercourse measured to centtoid = 140.00(Ft.) Length along longest watercourse = 0.074 Mi. Length along longest watercourse measured to centroid = 0.027 Mi. Difference in elevation = 4.00(Ft. ) Slope along watercourse = 54.1538 Ft./Mi. - Average Manning's 'N' = 0.015 • Lag time = 0 0.95 MiMi Lag time = 95 n. 25% 0£ lag time = 0.24 Min. 40% of lag time = 0.39 Min. Unit time = 30.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Acea(Ar. ) [1] Rainfall(In) [2] Weighting[1.2] 1.40 1.80 2.52 100 YEAR Area rainfall data: Area(AC. ) [I] Rainfall(In) [2] Weighting[ID] 1.40 4.50 6.30 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) - 2.911(In) Areal adjustment factor = 100.00 9 Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 8 1.400 56.00 0.900 Total Area Entered = 1.40(Ac. 1 • RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) 56.0 56.0 0.511 0.900 0.097 1.000 0.097 POST-CONSTRUCTION IOYR-24HR Page 1 of 3 POST-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Sum (F) = 0.097 . Area averaged mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) = 0.049 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve _______________________ ____ _ Unit Hydrograph Data _____________________________________________________________________ Unit time period Time 8 of lag Distribution Unit Hvdrograph (hrs) Graph 8 (CFS) --------------------------------------------------------------------- 1 0.500 3170.485 100.000 1.411 Sum = 100.000 Sum= 1.411 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hr) Max I Low (In/Hr) 1 0.50 0.50 0.029 0.170 0.008 0.02 2 1.00 0.70 0.041 0.166 0.011 0.03 3 1.50 0.60 0.035 0.163 0.009 0.03 4 2.00 0.70 0.041 0.159 0.011 0.03 5 2.50 0.60 0.047 0.155 0.012 0.03 6 3.00 1.00 0.058 0.151 0.015 0.04 7 3.50 1.00 0.058 0.147 0.015 0.04 0 4.00 1.10 0.064 0.144 0.017 0.05 9 4.50 1.30 0.076 0.140 0.020 0.06 10 5.00 1.50 0.087 0.137 0.023 0.06 11 5.50 1.30 0.076 0.133 0.020 0.06 12 6.00 1.60 0.093 0.130 0.024 0.07 13 6.50 1.80 0.105 0.126 0.027 0.08 14 7. 0 2. 0 0.1 0.1 0.030 0.09 15 7.50 2.10 o.122 zz 0.119 n.00 16 8.00 2.50 0.146 0.116 0.03 17 8.50 3.00 0.175 0.li3 --- 0.06 18 9.00 3.30 0.192 0.110 --- 0.06 19 9.50 3. 90 0.227 0.107 --- 0.12 20 10.00 4.30 0.250 0.104 --- 0.15 21 10.50 3.00 0.175 0.101 --- 0.07 22 11.00 4.00 0.233 0.098 -- 0.14 23 11.50 3.80 0.221 0.095 --- 0.13 24 12.00 3.50 0.204 0.092 --- 0.11 25 12.50 5.10 0.297 0.089 --- 0.21 26 13.00 5.70 0.332 0.087 --- 0.25 27 13.50 6.80 0.396 0.084 --- 0.31 28 14.00 4.60 0.268 0.082 --- 0.19 29 14.50 5.30 0.309 0.079 --- 0.23 30 15.00 5.10 0.297 0.077 --- 0.22 31 15.50 4.70 0.274 0.074 --- 0.20 32 16.00 3.80 0.221 0.072 --- 0.15 33 16.50 0.80 0.047 0.070 0.012 0.03 34 17.00 0.60 0.035 0.068 0.009 0.03 35 17.50 1.00 0.058 0.066 0.015 0.04 36 18.00 0,90 0.052 0.064 0.014 0.04 37 18.50 0.80 0.047 0.062 0.012 0.03 38 i9.00 0.50 0.029 0.060 0.008 39 19.50 0.70 0.041 0.059 0.011 0.03 40 20.00 0.50 0.029 0.057 0.008 0.02 41 20.50 0.60 0.035 0.055 0.009 0.03 42 21.00 0.50 0.029 0.054 0.008 0.02 43 21.50 0.50 0.029 0.053 0.006 0.02 44 2'.00 0.50 0.029 0.052 0.008 C.02 45 22.50 0.50 0.029 0.051 0.008 0.02 46 23.00 0.40 0.023 0.050 0.006 0.02 47 23.50 0.40 0.023 0.049 0.006 0.02 • 40 24.00 0.40 0.023 0.349 0.006 0.02 Sum - i00.0 Sum = 3.7 Flood volume = Effective rainfall 1.87(In) POST-CONSTRUCTION IOYR-24HR Page 2 of') POST-CONSTRUCTION 10 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 times area 1.4(Ac. )/[ (In)/(Ft. )] = 0.2(Ac.Ft) • Total soil loss = 1.04(In) Total soil loss = 0.122(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 9493.5 Cubic Feet Total soil loss = 5299.2 Cubic Feet -------------------------------------------------------------------- Peek flow rate of this hydrograph = 0.440(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 R M k u n 0 f f H y d r o g r a p In -------------------------------------------------------------------- Hydrocraph in 30 Minute intervals ( (CFS) ) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+30 0.0013 0.03 Q 1+ 0 0.0030 0.04 Q 1+30 0.0045 0.04 Q 2+ 0 0.0063 0.04 QV 2+30 0.0083 0.05 QV 3+ 0 0.0108 0.06 QV 1 f 1 3+30 0.0133 0.06 Q V I 4+ 0 0.0161 0.07 Q V I 4+30 0.0193 0.08 Q V I I 5+ 0 0.0231 0.09 Q V I 5+30 0.0254 0.06 Q V I I 6+ 0 0.0304 0.10 Q V I 6+30 0.0349 0.11 Q V I 7+ 0 0.0400 0.12 Q V I I 7+30 0.0401 0.00 Q V I I I 8+ 0 0.0418 0.04 Q V I I I 8+30 0.0454 0.09 Q `✓ I • 9+ 0 0.052 0.12 Q VI 9+30 0.0572 0.17 ti V I I I 10+ 0 0.0658 0.21 Q V I 10+30 0.0701 0.10 Q I V I I 11+ 0 0.0780 0.19 Q I V I I 11+30 0.0853 0.18 Q V I I 12+ 0 0.0919 0.16 Q V I I 12+30 0.1040 0.29 IQ VI 1 1 13+ 0 0.1182 0.35 IQ I V 13+30 0.1364 0.44 IQ I I V I 14+ 0 0.1473 0.26 IQ I I V I 14+30 0.1607 0.32 IQ I I VI 15+ 0 0.1735 0.31 IQ I I V I 15+30 0.185i 0.28 IQ I I I V 1 16+ 0 0.1938 0.21 Q I I I V 1 16+30 0.1958 0.05 Q I I I V 1 17+ 0 0.1973 0.04 Q I I I V 1 17+30 0.1998 0.06 Q I I I V I 18+ 0 0.2021 0.05 Q I I I V 1 18+30 0.2041 0.05 Q I I I V 1 19+ 0 0.2054 0.03 Q I I I V 1 19+30 0.2071 0.04 Q I I I V 1 20+ 0 0.2084 0.03 Q I I I V I 20+30 0.2099 0.04 Q I I I V 1- 21+ 0 0.2112 0.03 Q I I I V 1 21+30 0.2124 0.03 Q I I I V 1 22+ 0 0.2137 0.03 Q I I VI 22+30 0.2149 0.03 Q I I I VI 23+ 0 0.2159 0.02 Q I I I VI 23+30 0.2169 0.02 Q I I I VI 24+ 0 0.2179 0.02 Q I I I V ----------------------------------------------------------------------- POST-CONSTRUCTION IOYR-24HR Page 3 of') POST-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 U n i t H y d r e g r a p h F n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 04/05/06 File: PA.R6DEV24100.out ....................... .......................................4........ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC 6 WCD Manual date - April 1916 Frank D. Gorman, P.E. - SIN 667 -----------------------------------------------'_----_--------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- 100 YEAR DEVELOPED CONDITION PARCEL 6 TEMECULA HLC -------------------------------------------------------------------- --------------------------------------------------------------------- ----------------------------------- ---- Drainage Area - 1.40(Ac.) = 0.002 Sq. Mi. Length along longest watercourse = 390.00(Ft. ) Length along longest watercourse measured to centroid = 140.007t.) Length along longest watercourse = 0.014 Mi. Length along longest watercourse measured to centroid = 0.027 Mi. Difference in elevation = 4.00(Ft.) • Slope along watercourse = 54.1538 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.016 Hr. Lag time = 0.95 Min. 25% of lag time = 0.24 Min. 40% of lag time = 0.38 Min. Unit time = 30.00 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[112j 1.40 1.80 2.52 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall(In) [2] Weighting[i`2] 1.40 4.50 6.30 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Yeas Rainfall = 4.500(ln) Point rain (area averaged) = 4.500(In) .Areal adjustment factor = 100.00 3 Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac. ) Runoff Index Impervious 9 1.400 56.00 0.900 Total Area Entered = 1.40(Ac. ) • RI RI Infil. Rate Impervious .Adj. Infil. Rate Area& F POST-CONSTRUCTION 100YR-24HR Page 1 of') POST-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr) • 56.0 56.0 0.511 0.900 0.097 1.000 0.097 Sum (F) = 0.097 Area averaaed mean soil loss (F) (In/Hr) = 0.097 Minimum soil loss rate ( (In/Hr) ) = 0.049 ffor 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hvdrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CPS) ----------------------------------------------' -------- 1 0.500 3170.485 100.000 1.411 Sum = 100.000 Sun- 1.411 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr. ) Percent (In/Hi) Max I Low (In/Hr) 1 0.50 0.50 0.045 0.170 0.012 0.03 2 1.00 0.70 0.063 0.166 0.016 0.05 3 1.50 0.60 0.054 0.163 0.014 0.04 4 2.00 0.70 0.063 0.159 0.016 0.05 5 2.50 0.80 0.072 0.155 0.019 0.05 6 3.00 1.00 0.090 0.151 0.023 0.07 7 3.50 1.00 0.090 0.147 0.023 0.07 8 4.00 1.10 0.099 0.144 0.026 0.07 9 4.50 1.30 0.117 0.140 0.030 0.09 10 5.00 1.50 0.135 0.137 0.035 0.10 11 5.50 1.30 0.117 0.133 0.030 0.09 12 6.00 1. 0 0.162 0.130 --- 0.0 13 6.50 1.80 0.162 0.126 0.04 14 7.00 2.00 0.i80 0.123 0.06 15 7.50 2.i0 0.169 0.119 --- 0.07 16 8.00 2.50 0.225 0.116 --- 0.11 17 8.50 3.00 0.270 0.113 --- O.i6 18 9.00 3.30 0.297 0.110 --- 0.19 19 9.50 3.90 0.351 0.107 --- 0.24 20 10.00 A.30 0.387 0.104 --- 0.28 21 10.50 3.00 0.270 0.101 --- 0.17 22 11.00 4.00 0.360 0.098 --- 0.26 23 11.50 3.80 0.342 0.095 --- 0.25 24 12.00 3.50 0.315 0.092 --- 0.22 25 12.50 5.10 0.459 0.089 --- 0.37 26 13.00 5.70 0.513 0.087 --- 0.43 27 13.50 6.80 0.612 0.084 --- 0.53 28 14.00 4.60 0.414 0.082 --- 0.33 29 14.50 5.30 0.477 0.079 --- 0.40 30 15.00 5.10 0.459 0.071 --- 0.36 31 15.50 4.70 0.423 0.074 --- 0.35 32 16.00 3.80 0.342 0.072 --- 0.27 33 16.50 0.80 0.072 0.070 --- 0.00 34 17.00 0.60 0.054 0.068 0.014 0.04 35 17.50 1.00 0.090 0.066 --- 0.02 36 18.00 0.90 0.081 0.064 --- 0.02 37 18.50 0.80 0.072 0.062 --- 0.01 38 19.00 0.50 0.045 0.060 0.012 0.03 39 19.50 0.70 0.063 0.059 --- 0.00 40 20.00 0.50 0.045 0.057 0.012 0.03 41 20.50 0.60 0.054 0.355 0.014 0.04 42 21.00 0.50 0.045 0.054 0.012 0.03 43 21.50 0.50 0.045 0.053 0.012 1.03 44 22.00 0.50 0.045 0.052 0.012 0.03 45 22.50 0.50 0.045 0.051 0.012 0.03 • 46 23.00 0.40 0.036 0.050 0.009 0.03 47 23.50 0.40 0.036 0.049 0.009 0.03' 48 24.00 0.40 0.036 0.049 0.009 0.03 POST-CONSTRUCTION 100YR-24HR Page 2 of 3 POST-CONSTRUCTION 100 YEAR 24 HOUR CONDITION PARCEL 6- PA-05-101 Sum = 100.0 Sum = 6.2 • Flood volume = Effective rainfall 3.11(In) times area 1.4(Ac.)/[(In)/(Ft. )] = 0.4(Ac.Ft) Total soil loss = 1.39(In) Total soil loss = 0.162(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 15829.4 Cubic Feet Total soil loss = 7039.6 Cubic Feet ______________________________________________________ -- Peak flow rate of this hydrograph = 0.745(CFS) ____________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ____________________________________________________________________ Hydrograph in 30 Minute intervals ( (CFS) ) ____________________________________________________________________ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+30 0.0019 0 05 Q 1+ 0 0.0047 0.07 Q 1+30 0.0070 0.06 Q 1 I 2+ 0 0.0097 0.07 QV 2+30 0.0128 0.08 QV 3+ 0 0.0167 0.09 QV 3+30 0.0206 0.09 Q V I 4+ 0 0.0249 0.10 Q V I 4+30 0.0299 0.12 Q V I 5+ 0 0.0357 0.14 Q V I 5+30 0.0408 0.12 Q V I 1 6- 0 0.0416 0.02 Q V I 6+30 0.0437 0.05 Q V I 7+ 0 0.0471 0.08 Q V I - 7+30 0.0511 0.10 Q V I • 8+ 0 0.0666 0. Q V I 8+30 0.066E 0.22 22 Q V I I I I 9+ 0 0.0775 0.26 IQ V I 9+30 0.0918 0.34 IQ V I 1 10+ 0 0.1083 0.40 IQ V I 10+30 0.1182 0.24 Q I V I ll+ 0 0.1335 0.37 IQ I V I 11+30 0.1479 0.35 IQ I V I 1 1 12+ 0 0.1609 0.31 IQ I V I I 12+30 0.1824 0.52 I Q I V I 13+ 0 0.2073 0.60 I Q I V I 13+30 0.2381 0.75 I Q I I V ) 14+ 0 0.2575 0.47 IQ I I V I 14+30 0.2807 0.56 I Q I I V I 15+ 0 0.3030 0.54 I Q I I I V 1 15+30 0.3233 0.49 IQ I I I V 1 16+ 0 0.3391 0.38 IQ I I I V I 16+30 0.3392 0.00 Q I I I V 1 17+ 0 0.3415 0.06 Q I I I V 1 17+30 0.3429 0.03 Q I I I V I 18+ 0 0.3439 0.02 Q I I I V 1 18+30 0.3445 0.01 Q I I I V I 19+ 0 0.3464 0.05 Q I I I V I 19+30 0.3467 0.01 Q I I I V 1 20+ 0 0.3486 0.05 Q I I I V 1 20+30 0.3510 0.06 Q I I I V I 21+ 0 0.3529 0.05 Q I I I V 1 21+30 0.3548 0.05 Q I I I VI 22+ 0 0.3568 0.05 Q I I I VI 22+30 0.3587 0.05 Q I I I VI 23+ 0 0.3603 0.04 Q I I I VI 23+30 0.3618 0.04 Q I I I VI 24+ 0 0.3634 0.04 Q I I I V ----------------------------------------------------------------------- POST-CONSTRUCTION 100YR-24HR Page 3 of 3 Water Quality Management Plan(WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Appendix D Educational Materials • • • TENANT CERTIFICATION I certify that at the time of Final Walk-through of, I have received, reviewec and discussed all WATER QUALITY MANAGEMENT PLAN (WQMP materials provided to me by with an Authorizec Representative of the development and fully understand the importance o following the WQMP requirements. Date Tenant Name(s) (Print) Date Date Tenant Signature(s) Date Unit No. Address Temecula, CA Zip: Developer's Representative Date • for Information interested in other FREE oollution prey n:lon r* intorrra for r Cal! 1•800-508 2555 to order anyof follownq n�oteriais-of presem lens: I Materials_ -. A-Home Garden Care Guide - Outdoor tpUr Activities Brochure6 F. FrI rr �i - E f m aentnl Calendar fwnen available- ` - Noucerold Hazardous+eta tz Collection Schedule ` Presentations - - Garderi Work-hot.s at local nurseries r - Cla room Prc..entations r< 12 -3^ �- Civic'Rotary:'Flower Club Pfesentztions Group Activities LOCAL SEWERING AGENCIES IN RIVERSIDE COUNTY: City c,(Qeaumon'. 3091769-852U _ iiv o(Banning i Oaj 922 o BU &'y of Blythe ;g(39)52261 61 m -` ' '-r > -f' - �•.City o Coa hOa i FOi391 5905 Conchr Ila Wiley Water (7'00)398 2651 City of Coro._a r 3r. 2259 . . = Desert C nlpr. CSA:S 22 103 EzsteriltunicpelV-rater I� '2)33ii'; El4iroie r II 1 e V D 1904r 574 J tA_ LIlia Farm Mulual Water Cc 2909 4 4198 �7 �, 0wild W t r t)isir ct +9D i 655 L -2, JJRrna 'On N unty Seroq e ° fFO �� Lake HetA.t MIND (90°l6-8 3241 '.ee Lake V1 a;er Dlstnct (909) `77 1414 March Air RFser e Ease :a09) a56-7000 £,niasson Sp Ids haler L u04 329-6148 City of Palm Sprin3a ;7Cnt 2+-8212 -� - 'C l Pl3nchr,C3hauuo (su9) rK,-9272 } 1 Rancho G fto-._ialN2h=r ;9091676-4111 Rinir_7 CCry,.fit i;7-50, 92t-49n9 Rubidoo,Co munity it 9-684-+56 4 9-Cltyuf-2i,:Riverside ( 862-5341 9 Inc. 15C91 84J 45U1 31cu Valley Club. - _ Valley an :iary District i 760)347-2356 4✓wren-Municical aVater D. y 73,0-4170 . -. StormWater v Mi Vrl , ry r PR VTEe:�'tc�ry t�FtoGr-�a.nn 'Ct.:, r ..,.fir �' .r.. - ;ZI'. il: .a':_I:.tIJ ., �G '{.Xt �•', • Po yo water should go? 'r1 � Riverside County has two drainage systems-sanitary sewers and storm drains. The storm drain system is designed to prevent flooding by carrying excess rainwater away from streets. . .it's notdesigned lobe a titlrf�- waste disposal system. Since the storm drain system does not provide for water treatment, it often serves the unintended function of transporting pollutants directly to our waterways. e� r Unlike = i ;ta"y' severs. _ -. a :i'-5 IlJr Non-stormwater discharges such as washwater generated from outdoor Soaps,degreasers,automotive fluids,litter,and a host cleaning projects often transport harmful of other materials washed off buildings, sidewalks, pollutants into storm drains and our local t; as,parking areas,vehicles,and equipment car)all waterways. Polluted runoff contaminates polluteourvdaterways. local waterways and poses a threat to groundwater resources. • .. � shy �,-n-� [�r�{f{p�r�� [��[��:yy qgpp��@r}y� �g�/ygg��pp���g�yy' /�]�� .,ggpry rypq�r��q@�§ gggr Riverside{/�� e.�".C� k 3 �S Y lYB VPfli��� WItlY� YY®09®YYfy 9 mn- J�YP'a. jv action Room SrnCe ✓"event{ =q o lut:O S MUC.h e2,&_F, lcaS `SI_y Tarr dean 3 ng u1, afie- Clt!r;Sard COitlif tIf Rl`delSl�eC o 13JSIr1HEti-S Jrr �.e rl„ prc.e'.-t}_. a� ,IF.<SCIC .as i —cr.L bd .s pam;;Ne;. The Cities aLv Cotmt) Of Riverside v� ajop..,C c :i,;rxiflces fa, n;a - discharge co;llm� hi icco ..arse vilin state and eci-i-1 �'l.e, tries- � - -tvr[�l ,-i orohibitaiedlSCnariie.oY vestes rlot s4o, air'S'-Ste`i,ciccaIS ,. C. dat rS Si ( 85 noii Stoi nnrJat6 01s { n"ees c0 'aln{ng LII, ire? _ �rlt__,g -. � .;-.are 2s-;rs, or J; i,:: psie � I materials. T� r k k �� Ye PLEASE NOTE: The discharge of pollutants into the street, cutters, storm drain system, or waterways - without a Regional`Aratei-Quality Control Board permit nr viaiver- is strictly prohibited by local ordinances and state and federal law. • -�s' .���� 3�.,�� '�.:.,r-�� -r �v ��✓��^y+ ,y"` .Fr -�lye-�y�-�/fs.-z y .--�r�r-`v,'.s/�fi:: Everyday activities in our communities can affect the quality of water in our wan waterrunoff, the combined effect of an entire community within the watershed c J%N mashing and 'Repair phoistery Cleaning 0 Wash cars on a lawn or unpaved surface that 0 Dispose of dirty cleaning solution down a sink will absorb and help filter the water. Don't or toilet.Do not dispose of it in the street gutter allow polluted waste water to flow into the orstorm drain systern. street,gutter or storm drain inlet. 0 Repair leaking vehicles promptly. Use (TIPS) Make sure the professionals don't use absorbents like cardboard. cat litter, cloths, the storm drain to empty their tanks. etc. to safely catch spills. Sweep up used Professionals should dispose of the cleaning absorbent materials and place in the trash. solutions down a sink or toilet,or return to.their Never dump oil or any auto fluids onto the company for disposal to the sanitary sewer ground or into a storm drain inlet. Make sure they don't use the storm drain! 0 If you change your own oil or antifreeze. be sure to recycle it'Call 1-800-CLEANUP for the E� nearest disposal location. �} YOU am the Solution • (TIPS) Use a commercial car wash. Car wash facilities are designed to capture all waste water.If an auto service center changes the oil. make sure they divert water runoff away from i=aln arfd Yard Care. street gutters and storm drain inlets: ; ® Don't use chemical pesticides or herbicides unless you have a major problem and never apply if rain is forecasted. Read labels F �Goricrete,Masonry and carefully,and apply sparingly. I a+ �$phaIt Repair 0 Limit lawn treatment applications of chemical ; AIR weed killers and fertilizers_ Be sure that your 0 Set tip and operate small mixers on heavy lawn is appropriately watered mowed, tarpsordropclothsto contain material spills. thatched, and aerated. Try less-toxic I alternatives for the yard and garden. Call p Hose down mixers, tools, and trailers in a dirt 1-800-506-2555 for FREE copy of a Home area where rinse water won't flow into the Garden .Care Guide to Help Protect Our street.gutter or storm drain system. Environment. 0 Clean uo with a broom. NOT A HOSE! Fine 0 Don't blow or rake yard waste into the streetor particles may be washed into a dirt area—but gutter. Sweep up the leaves and clippings in a not into the streetgutter or storm drain system, trash can or start a compost pile. (TIPS) If the work is contracted, have your ® If you are renovating your landscaping, think contractor establish a cleanup area before erosion control. Prevent dirt and debris from starting the work. Try to rninimize the use of washing into storm drains. water in the clean up. Tel;your contractor that 0 pink up pet waste and dispose of it in trash rinsing trucks orequipmentin thestreef ornear cans. Always remember to pick up after your a storm drain is illegal and it endangerswildlife! dog when you take it for a walk. • � I ershed. While individual homes might contribute only minor amounts of polluted an seriously affect ourrivers, lakes and streams. Hc�useeleaning & Painting > Deplete the chrm:cas in the pool water, use your home pool chemistry test kit to Send dirty cleaning watei down a sink or toilet, verify the pool v,,ater is free of all net into the street gutter: or storm drain chemicals. system. > Drain pool water to landscaped areas. 63 Try non-mic alternatives.Call 800-5O6-2555 awns_ yards, or any area that will absorb to order a FREE brochure on environ+rlentaiiy_ most of the water. You may have to drain friendly cleaning alternatives for the home. the Fool water over a period of a few days to allow the landscape areas to absorb Never clean brushes or rinse paint containers most of the watei. into the street, gutter or siorin drain inlet. Clean latex pair.,l from brushes in a sink. Filter Avoid discharging pool ',eater into the and reuse thinners aiA sovents for oil based gutteror storm drain_ paints. Divert filter rinsevda:er and backwash ip,a 43 Dispose of unusable paints, thinners. thinner landscaped ofatrsorbentarees. residue. and cleaning products at a collection vent.Call 3 9-'i58-52-16 or www.rivecoeh.org• ONLY HWW@ for the date and location of the next Household HanrcOUS Waste Collection Event. IN VNIE GRAM (,TIPS) Empty or dry paint cars may go in in�ith regular household garbage-remove lids first -- Defore disposal,Let your friends, relat;vesand c-., stern Maintenance neighbors know fhatstorm?d!ains flow a'irectft to local rivers, lakes and sirearns wi hottf B if you use a septic system, make sure it is fr�atri7C"ni. .MEi/cR riisaose inasForm drain. functioning properly_ 0verfto,:nng septic SyS;eI1lS !t3lea e rave c0leage that Can flood W rivem lakes and ground water. causing - Sel'i6U8 COntanl i[latldn_ d How of en yaw tank will need punnping tell RQQI/Sba Maintenance depends prgely on the si e of the tank. the - number of peop e in the nousehold, and the Control algae by regulating chlorine levels_ Do kind's of wastev.rater disc l-Arcing appliat-ces not use cri;:per-!:.aseC elgae coritrol products. t,•ou uSe. If you need to drain your pool water, call your When sentic tank service corn tianies arzhired local sewol'ing agenCv to find ooi if a to r:.lr'I'n out theccnte*--l`=s of tt-e septo t3n'E. connector, iu the anitar e tier tine is they r^u i .Epos of ^ol.ci_t Ot a-wruved a lotted. (More information on the reverse iisposa. sites-Ca!! 909-9,5 + 9R^ fo Home sides M:iintnnance Guide. If your severing agency will not accept pool r`rrP3 uo,_qz L-O WrtsDouts .m!a,;; =0, f_1 water,nto ther ,yste T. or if you'he. inasefti0 ..n? s.'=3 ei tanks;'siem fc o':ti'tiesegcaehnes giassaric,. -rneabl-es0itto .peltsfil lei har"InaI s obsfa^cL5& • • For information on "closeodoop' suppliers and recycling'd,sposai vendors. contact: County of Riverside ' is "YOW Health Services Agency Department of Environmental rira h HE �� at (9091 358-5055. Cr MOB ¢�� E SPILL RESPONSE AGENCY: HAz-MAT: (909) 358-5055 AFTER 5:00 P.M.: (909)358-5245 OR 911 HAzARDous WASTE DISPOSAL: (909) 3.58-5055 RECYCLING INFORMATION: 1-800-366-SAVE TO REPORT ILLEGAL DUMPING OR A CLOGGED :NORM DRAIN: 1-800-506-2555 _. .. ;o order aduilcnal G ccf-,rc ur h obtair inforn�tie^ on othar,onus on orev nrun z u I;ieS, call: (909) 955 ilI Y The Cities and County of Riverside 1 s StormWatedCleanWater Protection Program Nam" ,. 1 -800-506-2555 z StormTater PROTECTlO ROGRAM J�R�td_dM �`• 'z y C�urtY ide Cl,ar V lat:r Pr j„ m and i1 ,> r 7F.I- rd,n oroch rnas 3f. ., of„ i ...n. ��r.r v..,i hU J �a�ertes rorr tire., • es @4 � now Riverside CouriCy rids tVJC dra ii}age, s-ystems - s ni ary sewers and Storm drains. The siorrl drain system is dpP,. igned to help prevent iloodng by Carrying eXCess rulnwater away from streels. Sir iCe the storm dral,t system does'not uroyioe for�Nater ueatin}er it, it also serves the iln(nCE%QEd flit}CtIDr}47 Lr anSCC,t nCj 1701CiLer;fs tt:reCil j':i�i;Lr Vvu:Fr�^?SyS. Unlike sanitary sewers, storm drains are not connected to a treatment plant - they flow directly to our local streams, rivers and lakes. 'Alaste or washwater generated by the*ood Service m industry often contati i;maieiiaiR such ais fond ,wastes O i.grease d ter fJ. r is arldd gneascrs. I These r. ate .als an dear.nde i ,cal v.a ter sovhFin allowed to'low into a Slorlmdransyst-ml. Stormwater pollution causes as much as 60% of our water pollution problem. It jeopardizes the quality of our waterways and poses a threat to groundwater resources if pollutants percolate through soil. 51 Sir Ic:e preventino r'el{Ui!on is rn�_1Cr,E'a star.and i SE;Costly,ti,an Ciear'ing up"after the fact ••the 1--ites and Colni4' o R, =ifh Sto�t"Fy^x . t:i ' '8tar echo Pmq col inf rms resiclentS and businesses G i U0111_itiOr7 k-evgn t-n aG°Pvi?ies S!!Cf! as ilia BeSi Malnagemeni. PractlGes. (BM Ps) des-ri bec{in this pa n':ph Jet - The: Cities and CJ1Jn v of Riverside have aro.-tad Ordinances fOr stor^1Water management and Ci S(;;1F3'C,3t CCt'd''p,- it nc(,J.d_, c.6 leilli s a'C u•i.. iC'.'.2.at J'-i €ilese Pocal sio-r water ordinance9 ;1fOtttf}EL i"le C.:SCilcrC2 G`:^!3S`P,S ii':iC file SiCx'iT d=ai?-; S•y.'cto� oi''OCdi SUs'f:Cc LJ�te S. I h5 it."1CiULES dischaige.s fro!-in to fcnd seri'i'.,r ,ii at_js-p! C_. :}tnis'.l o-d -wastes cill -enisS and deyre:per;. PLEASE NOTE: P. .co },}:or, s^ml'Vxrater Pollution P.- Diem associated roll} the, tcod Seri iCe ' .CiU tr'v !c the ._,..C'-z ;e oc':4 z�'.:Ysecti o 30evs and ;'_ii urn ai,:d 'he ha sirvi ,J,V'l r:t CUtdoor arcs. l `.s`x_•i. ihesE' ._{'title= r1ush ooii4i an--s into Ltle siorm dra;ri sys`2r' he e�, l" •%tans Stti-sr"y proh;bit--d by local ;:rdinances and stateandf&dlarai • dui 8# ��f�° Cleanin' It Right . . . Proper Storage and [Disposal . . . Pour mop floor and rains i.. into tie tiers Sill; ele:rafcieaners,floorG,learters. solvents, downfloor drains . . , net into cutters, alleys, any detergents oit2; contain toxic substances, parkirig lots o � ��'ce8u `c?uelc.,^gel"EiUllj' and a sto.-rn drain. Wash greasy � ii store drift dispose of these t,rori; of,properly_ � equipment only _ in cesianated \ wash fires - = � RENT "iBEi1 t7Gn't throw 1 v toxic waste n o the `rash which are properly or into a str in rain. To cGnnected to report toxic spill all 911_ the sewer system, With a:; apprepriate For information cis ha of,va ',. ;: pk . Ufl%yVatP,f SP,pdratCC /�.iSU; aVG:G washing I kitchen mats, gaoage can i m, and sker cad (909)358 5055_ • hems in ateas where wastevvFtet is ii'e d t-o sfovv into a sloill",drain. Grease and Oil . . . Watch Out For Spills . . . HandleaiTddisposeofgreaseproperly. Save Use i"y micthods for swill Cleanup. von"hns- used, tTaciking grease and oil uor recycling in doom outside spills. tallow bins Cr sealed comahers. Never pour r� kJ S e a d s y r grease into a sink, fio .1-;ain. durnpslc: of 1 ti absorbents such as storm drain r hicat it ier and Men trdatch out or, dr pose of an the and ieDort to Y I g ar hav d{ nianagement. ?rbage, e nverlovvin as h?zar'dous :inns,. g % as appropriate. ii grease the necessary f'TOf� interceptors. } �j `:all (909` 358-5172 ^ ii _ area h a min!m--,m i f�r diap?eSB) amu riecr _ i. infcmlation. Everyone contributes a little to the problem of stormwater pollution. Now it's time for v Flow `Bout That Outdoor/Sidewalk Dumpster . . . Areas . . . Keep d mPster ail:;loali!nC'j, dock areas clean. SvM1eep up food particles. cigarett le butts. and Coptrol Htter by 8weepi ig - don'i nose down hash f.;Irl outulGo' di ing areas velore the area Replace to Illy or slearn cleanfngg e?l Y durnp,sters. ',/�,�ty,.r Don t Use t .xic blipach and sP.,Q fd f7 or deLerce Its .4he i S _rl/ =' CIDsed tQ-KP_,eu out '� t ;vh P4 esS.l rB h+dSlt raltnl"laler. ( — outdoo' dicing 1 areas, entrances_ or surraJ71C"ing • You may be a(read unplerrar;tic many of hs BMPs pr&scribed in this brochure. USe Water-Friendly I-'*.owBv'ee..f. W ycu diScover any potenii.af Products . . . pt�bler; areas, please �:�Dnsider using one or Arllene'ver poSS;hie. purnnase %,val.er-based ;noreof(ilG;.; cleaning products. Look.for P'oduc'is 27918i "n0l ip XIC.' Also, please nhiaf the ,?iv. elsi da Coilt-4i - "non-petio!e inn basest," Heald; Dizrailrinent will -arnmonia-free tor pUicilval so-rc:.,, _a 'plla,phateftee ��nVA — oall Coo;` activitiesvL rlgrey Sl r UIed and Varf:iT P (ee ,/ \a _ LfY \ ;� vispe l.o s OI food cpni i e is itri J if H Ith or re3oilq �� f� �Pt; lji,; " taff obse ac - U'S van biodeciradable " � r%>�!l1` ,--�, ?ta,' be. .,ot,tribafinq to srG;7—nwater p luiio;,?. su',gesi70lls ,W be providB�v' 3fi^dior use of °N-toxrc presc.rjb'ied iMPJ lis`ed in ri.fs brochure wffl . . he o ffe reel Please remember: NG DUMPING ONlY RAIN ;_ 1N THE DRAIN all of us to become part of the solution! - • x ,.>0, For IntOmlatliin on the G.,n_tructt "ALtl1 its Jcr,e fal Permit rwkage contact: q� State General Perms -ntamn•i.;n w I9161 E57-1146 or your Raglonal Wirer Quality C n rai Eoard ,RV Q'CB) Santa Ana Region (8) CanStiaTo:ver CONS TRUCTOON 3?:37 Main Street, S;dte 5�0 Ri. rS dc. CA a�601-33-'.9 SITE SUI E VISIO�Q Yf . o2j -a t13o 6i7 San Diego R ,.,^ 9i 9771 Clairernont M-n a Blvd:. Suite 5 ; San Diego CA.. 1212a (619) 46. _952 - Colorado River Pasin R gion � x n " 73-72❑ Fred tNarino Drive,. Suite a Palm Desert CA92260 �-F-„ I�; 'A� ( gp}346 .SPILL RESPONSE AGENCY: HAZ-MAT. (909) 358-5055 . AFTER 5:00 P.M.: (909) 358-5245 OR 911 RECYCLING AND HAZARDOUS WASTE - - _ 1-,j DISPOSAL: (909) 358-5055 , TO REPORT ILLEGAL DUMPING ORA '- �' '1�,� p.• r , y CLOGGED STORM DRAIN: 1-800-506-2555 - Te order additional I rociau s o j arT in mmrrlaicn - � ` .1n.flier oflier pollution pr i -nrion activities. C81 ,903j 955-1 11 L BUIA The Citiea and County of Riverside ' , �M 75 StormWater!CleanWater Protection Program 1-800-506-2555 StonnWater -� m } PROTECTION PROGRAM 4"6 �$ y� t "- Riverside-Co riw 4 a fully a xn edge le ..a.-ta Cia'r t/al v(�).;CpvIRt JGl1i ?POIIU O'!Co�inl PM3 a2.MI3ntiE�a n �. Cowin ide ClCari VVaial Pfa gram and ! e City of L t s t pt6v inthisv L[u 92]aQ2P� 1 t,- 1^ctm4 .. riCVidei vn lhiS bt Ct,hJ.G•. - IS ty vonslfuiui'on sites -are potential sources of The folio-wing Best `~dlana7ernent PraCt!oes Storn-t4a. er Joliu,ion. Niate ,a,s anti viiiastes ;SMP51 Can Significantly teooce po :ttan'.. : . m rour site, Compliance with:!]iJ C 'aVa53 lnib Sivi� drains, � 1't3'-s CI t)l:' Bs is0 or S' ha vim-ree-ts ^ ve a dii Bc:t. it—pact on oca. rivers ': nlbb r iier �^rE_ jiF lions can be as Simple az and lakes. AS d'; C?i^-'nE'. GC ;factG , sire: ^,linil?lizir a ain alto ,O'liaCt 1�p .-'i[1C}, "F supeiv'ISor, or operator of a site. ✓ou nnay n-^, source), iim4ing the area the o l'uc• hell] Et pohstle for anv elviro n.rrental. N io'ecting materials and waste scorn Curioii damage C'3t[Sed by your SU1?Cn t(]otp rs o: and maintait?!nt a. 'Ciean site- lofcveeS. .� D. .roll to ,FF C area h si a -o parking, t h 1t ! iueljng -and En Uiprn r>[i 1 n; :UilGc I 't s ci e& }-tot 1i♦-•e. I-oc, led a,vay from at y t .,i-ns �: st�tm d ini2ts, ar-.d berm. err and ocked necess£iry. r. :: c ra;ori pair: iir 4C � J Kenn T t .. ` re air - preve iF. rl-:il�rf wntaminatic, at l�1Cn.•soui e C.+:ar ex -.lab o piles o' soil or t d sri C con n ai --ats • 'y. r zr..i-.s tip 7 ._ .tit, she `In'g [ temporar,v-_ _u ofS. Be C e 1 rains sweemp to rerr:iov e to s �� "'QS������i ����6➢C�'r'✓ f'C f)a-.i2CI Prevent Pollution Pollution -1 Keep work areas clean. Remove trash. tier ,r,and debris on a rrguar asis. ldentl`y potential Nollutam $n roes from rnatei IS and 41a_tas tit viili he usied . nd t] Clean Lip eaks. IripS and oihieT spills v. si^rc;rf[ ' h,jGt�`jC. 1 11TIPC-C14'tfB3y a0 til&V (lo nCi PollL t Il':8 �oljtt^.r 'ecave iC lti� ie on c'a\ d surfaces t a, oars be into the s!tot design mocesS_: ltl:_eate areas for "'.JaS!'ed u:':`a;J':'v'1?8n;ti3iliS. -- ran ctorogand 'qutr oil: maintenance awayirOVP Si JrnI C+!?,,ILitie S or'Vate r�o1j' eS Nlait?tain all v hiclyc and equiplr:ellt its good working order. Inspect freciuenfly for i] S a E.x'tJIC;tea- ..Va!d?'? i atilt?y,an7 L aL lilt_ !9&.:52nd•"e{.kt'r 4rr:rnr ', 3i t!6'I :' SiC+r dr; V -'?TF-Y�9P'lods. _ tti C'Jc' :'soh do,ajn d rty- pa ernent or 4:^ltr(`t ff'.e. ?`1QUilt ^vf rUnCfY CYUS S-;iG 'v l/Ur Surfa'rccs vimere materials have been Sf.11%ecl: i;.6[ISt U 11[i sit USe berms J� use dry cleanup mciriods whenever poss1CIe ditches CII!'8Ct'vi<<31$Y7Io4'J<rOUnd the Site. ,abso0. ✓ens nalerlais, Cat Iltier and/or ray7,) U infom: your -:mu!oyees and s_Ibcontrac as Ivy ^^ivat. �'..� ^a^?. NGG MPWG a. .,ut � ..a t r i t a,.t � � [cc nents and thei p llution Vm r_^tio i rtspol,b!r i ie.- ONLY RAIN � ,� fN THE DRAIN • Storm Water Discharge Permits ❑ P e durripsteis is C, uover wili 1 tarts or oa tic sheetii"'. Never dean wo . . . what YOU should know The ate s re �_t, es C: you =.n;Oikifll? order and s..t".-ii.c?... ,(!t,.. onndmer nod enlarce We S oi per :ar re imn .r r emertanni of ties! o-' seoirnei-jis !E' .:.st ae'. . where lock vallic - . i . —.ape '1 - . '�� _ 11c)lytlfni' tic r ,q3e ftoijiity s rJrli ..i%C-J rSM 13 whevent erm;iun bnj paF,,irg, annual ana perennial �igi saes, Tlne,e v id Is compliance with the Construction sheld and Wd fie W Do not rernve Veto, Activity General Permit required for my or 'i;,_s unnecessarily the r,-nrl L� Venn construction site? c Svr O yes _acr �J fv. ttrol 5_;f a _ _.�_uf .. e alone, e5 C c r' :_ -1 "'T C� t '�ni-ir Yr ditches and dike �jir-e ..or 3v.ay lmfn t!Olt t zie I v..?h the State n, soil w1hp M. r What is Required by the Permit? 1 1 r r :- o ' Y Stt_?'�.. _ � t r � cal-_ e., r-'af r.. 1 eaC r r ! PF''). a.o. o -od msml We _.le Frl. StUCa-tom SVVPPFI as n 1__' - �1.'r:. How Do You Obtain a Permit? Practice souse ieducurin by ordedrigO ! ;;eft .:v mail a Ajohne of intent(NOI) to only the amount you n8E_..L) t : '.Si' .icfC?CL nb J C'DrItTois spos< of ad save proper) MY .. ,.e COr,;;tlJ�.iO.i male'.als a5.7 wastes, t nkGIng t :'it. hiP 1 � _fIne Broker alpha; d C'C'..;,t.e %oorrt ry ii b.,.c.c ..i..., ?rt.. Cleared eget. ti-o'.. can U ' .... Mai rats NOTE: v i+--ai; ob ao, a Sta �,erl.erai that cannot be rec-pca .a t ., aKen tic an Pe - ` appro✓liale, and-ill or unposed of 3° hazardous FlAworial Road ...tetuliv read the, most. li airt an, accim mWes on _ t Stier s tree rtrn ,. -:( 'S 2a i dispose of propel J a: -as .S._�irneni - t • F = 00 tta =y©U Should Know Riverside County has two drain ape systems - sanitary servers and storm drains. lilestorm; drain System is designed to help prevent tiooding b`�car,^y�ing excess,alrivrater away fron Sire ElS..S(nc C: the storm drain system does not provide for water treatment, it also serves the oftransportinq pollutants directly to o ;r water`° ays. Unlike sanitary sewers, storm drains are not connected to a treatment tr plant - they flow directly to our local streams, rivers and lakes- Runoff from construction sites can carry Polid.ta^t material ihto sta rn drains. Examples of pollwa its Incli:deoil a and fluid fnnlvehir,esa_ndi a r equipment;coils +:ctioni s,:v debris and dir I :o :cr A and concrete:paw'-Is and sdverlts;and! rids,ap::lit � �+ runoff containing pesticides or i ed killers. Storrnwater pollution causes as much as 6056 of our � l water pollution problem. It jeopardizes the quality of our ;> • waterways and poses a threat to groundwater resources if pollutants percolate through soil. Since preventing pollution is much easier;and less cos 1 i;,than dear,i y up'a fter the f<d. t11e CitIes: and County of Riverside Jtor.mWF',er%Cleah L�Y`,j ter Pro'e CliC(i Program inforlis r sident5 _:'.ism businesses on pollution prevention activities such as the Best Man;•clement ci8_w:�Es to lV..Fsj described in this pamphlet. The Cities and County of riverside have adopted orcinances for :_tort;l`vatrr n;an--gems it aP,U discharge control. In accordance With state and federa' law, 'these focal stor'?water, oi4ilnancES prohibit the discharge of wastes into the storm d=air,system or local suifac.e wa ens. il,lsindtides j ( ischafyes frJni construction sties containlnry concrete; paint fuel. automol.ve- fluids, seder tent_ trash and other inatenals. { PLEASE NOTE: Erosion and sedimentation ail; tWo of the iilost cominoti st'u:i ?'.sneer i;vllr;ticxT l problems associated wi[h construction activity. radequate ems or; and sec:m_:nt corirols open .. result in sediment discharges from construction -sites. �.l%IiSii t_ s� -n 'dehi 1, s alit: =qulpmeil' -an i also tra.Ck son ifiCant amounts of inud and sediment onto adjacent streeis i.:ur:trCit `.'_�. 11, Sllr. { perimeilter," the discharge d,`: sediment and pollutants to a sllr_ecl_ < m cans drain' d; cr J..ol i":_` IS strictly prohibited by local ordinances and state and`ede'al regslations. r • • tap ant t� ' eme ees and tanks: WATER AGENCY LIST in Riverside County City of Banning (g5i)922-3130 - _ - Clty of Beaumont (9 1)769-8520 _ - City of.Ely,ne I,et))922-5161 YM shbwd"bi ��i�• x City of Coachella (7601 398-3502 -' Coachella:raNey Water District it 393-2651 City of Corona (9,51 i -2259 Desert Center CSH@51 t7601227-3203 OUTCMANING N _ Eastern Municipal Water District (i351) 928-3777 Elsinore Valley iter i951) 244-4198 ACTIVITIES Farm Mutual It-0u'val V;rater Cam,�any t991j 244-4198 - - CitycfHemet (951) 653712 Idvll ild Water Distract i951 659'2143 Jurupa Community Services D;Mrict 1951130E-8795 SOURCE NON-POINT _ Lake_ Ilea et?ter Di i951%271-141 DISCHARGES _ Lee L ke JJaler District i9 1 27'-1414 [March.Air Force Base (951)G56-7 000 = " Ivtlssion Springs Water District i,60;329-644Fi _ City of pairs Springs {760)323 8"253 Rancho Ca+ialtero 951) 78 9272 Rancho California Water District ,,01)296 6900 Ripley. (-GA 9G2 GV) 92 4951 Ciip of Riverside 951 i 351 G170 Rubidcux Community Services Dis_rict 9151,684 %530 Silent'/altar+ Club frig )951)849-4591 Valley Sanitary District ,7601 347 2356 Western M inicipal Maier District °o ) r 4y 5fi00 y1 Yucaipa Valley Winter District (903) ,51 51P To report illega4 dumping into nto:n drains or cragged storm Imins, please call: 1 -800-506-2555 rt disposal qg¢y! p��Rg�!l�ei { 7nfiine t'e Sn UrcaS include: r 6N@SIWttY3Qtlt gYY id€t6CRon�i3�8�uH 1flk : j Riverside County Flood Control District ost,-each maten Is page: Sidewalk, plaza or parking}ot ci trig -�� www.tteoa _ntrol cc;iversi <.ca s Vehicle washing or 3e#a[ifng Cali isrn,a sto'in VVs;ar O.;altry Association Building exterior 064i- ww•.v casca.orc of vawus.caLmphariabxks.cnrai , Waterproofing State Water Resources Control Boars, Sh'ater Quality r- ul'r)ment clean-in", £IeE,Ji aBli'ig'4 - VJtYK'S',.VfcG.Ca.2104'i5t3ri73 FVi!-i lit{ X.iit3t it U.S. Environmental Protection Agency treat>Pc a^v'opa -c217urne-Arr�:J,c Ga'Sa�ac�t=77 - r�. Use These Guidelines For outdoor Do NOT . dispose of water Do No Dispose- of leftover containing soap or any other type of cleaning agents into the gutter. storm drain cleaning agent into a storm drain or water or sanitary sewer. body.This is a direct violation of state and/or local regulations. Because wash water from Do . . . understand that wash water cleaning parking areas may contain metallic (without soap) used to remove dust from a brake pad dust, oil and other automotive clean vehicle may be discharged to a street fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, materials, if should never be discharged to and building surface cleaning may go into a r a street, gutter or storm drain. street or storm drain IF ALL of the following i conditions are rnet: I Do} , dispose of small amounts of The sur!ace being washed is free of wash rater from cleaning building residual oil. debris and other materials exteriors, sidewalks or plazas onto by using dn✓ cleanup methods (i.e., • landscaped or unpaved surfaces. provided sweeping, and cleaning any oil or you have the owner's permission and the chemical spills with rags or other discharge will not cause nuisance problems absorbent materials before using or flow into a street or storm drain. water). D , . , check with your sanitary sewer — Washing is done with water only, not agency's policies and requirements with soap or other cleaning materials. concerning wash water disposal. Wash 3. You have not used the water to remove water from outdoor cleaning activities may paint from surfaces during cleaning. be acceptable for disposal to the sanitary sewer with specific permission. See the list CALL 1_g®0_5QS_Zr,55 on the back of this flyer for phone numbers Tfl REPORT ILLEGAL POLLUTINGof the sanitary sewer agencies in your area. OF S s Of•21III 3R,ri!rJS Do . . . Understand that mobile auto e detaiters should divert wash water to landscaped or dirt areas. Be aware that soapy wash water may damage landscaping. Residual wash water may remain on paved surfaces to evaporate. Residues should be swept up and disposed or visit of. ^:-v✓.flaadtontrol.cc•.rivLrside.ea.us • Ing ffitl �d ®s USING CLEANING AGENTS: OTHEP TIPS TO HELP PROTECT OUR WrTE?. . . If you must use soap, use biodegradable/ phosphate-free cleaners.Although the use of ScnecNiNG WASH WA nontoxic cleaning products is strongly A thorough dry cleanup before washing encouraged, do understand that these products can degrade water quality. The exterior surfaces such as building and decks discharge of these products into the street, without loose paint, sidewalks. or plaza gutters, storm drain system or waterways is areas, should be sufficient to protect prohibited by local ordinances and the State receiving waters. HOWEVER, if any debris Water Code. Avoid use of petroleum-based (solids) could enter storm drains or remain in cleaning products. the gutter or street after cleaning, wash water should first pass through a '20 mesh` or finer screen to catch the solid materials, the mesh should then be disposed of in the trash. G S 777 �y • e DF FJ d {NL�T ¢FtG t Gr TiOC,(GU 7AIN%, dT & e 4UELrCTiJN O: WASH' WATER i Y � rSl Sand bags can be used to create a barrier - � around storm drain inlets. lb Plugs or rubber mats can be used to temporarily seal storm drain openings. a Containment pads, temporary berms or L. vacuum brooms can be used to contain ,r and collect wash water. EquIP_MENT AND SUPPLE * " ` Special materials such as absorbents, storm drain plugs and seals, small sump pumps, When cleaning surfaces with a high-pressure and vacuum booms are available from many washer or steam cleaning methods, vendors. For more information, check additional precautions should be taken to catalogs such as New Pig (800-468-4647, prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply (800- storm drain system. These two methods of 356-0783), C&H (800-558-99M, and W.W. surface cleaning,as compared to the use of a Grainger (800-994-9174); or call the low-pressure hose, can remove additional Cleaning Equipment Trade Association (800- materials that can contaminate local 441-0111) or the Power Washers of North waterways. America(800-393-PWNA). x x Do you k low`. : � where the eater actually goes? ' f .. Storm Drains are net connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Pollutants discharged to storm drains ale conveyed directly into : vers, lakes and streams. Soaps. degreasers. autoMotire folds. litter an-- a frost of other materials washed off duildinos- sidewalks. plazas, parking areas, vehicles and equipment must be property managed to prevent the pollution of rivers,lakes and streams. Preventing pollution is t lie'aest way to protect the --nv ronmcnt. in addition it s mL.Ch easier and less costly than cleaningui 'afterthefact." h ilse'iQides and County of Riverside 4 y Regional Water Quality Control Board A WATERSHED is an area of land that catches rain and snow.. 'hen drains or seeps info a marsh, stream, river. lake or ground'.Nater. Watershed`.come Ili ail shaves and sizes, crossing county, stale. 8rfd natoral unae , ihereCreGC etu yo ur watisheds. In accordance :vith slate and federal Iar to protect our .vatersheds. the CITIES AND COUNTY OF RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit the discharge of wastes into the storni drain system or local surface waters- This INCLUDES discharge of wash water from outdoor cleaning activities '&hich ?say ccnia n pcJ:utants such as oil, grease.detergent,degreasers. trash, pet`:Paste or-0iherillaterals. i r i -fa PLEASE NOTE: Check v✓ith your Regional h1v'ater Quality Control Board• local municipal government and water agencies on what the restrictions are in your area • Vegetated Swale TC-30 • Design Considerations ■ Tributary Area ■ Area Required ■ Slope } s• - ■ WaterAveilabiity Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly Targeted Constituents convey runoff flow to downstream discharge points. They are a Sediment designed to treat runoff through filtering by the vegetation in the ED Nutrients • channel, filtering through a subsoil matrix, and/or infiltration p Trash • into the underlying soils. Swales can be natural or manmade. p Metals They trap particulate pollutants(suspended solids and trace 2 Bacteria • • metals),promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a 0 Oil and Grease stormwater drainage system and can replace curbs, gutters and 0 Organics storm sewer systems. Legend(Removal Effectiveness) California Experience • Low ■ High Caltrans constructed and monitored six vegetated swales in ♦ Medium southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about io inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages ■ If properly designed, vegetated, and operated,swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. January 2003 California Stormwater BMP Handbook 1 of 13 New Development and Redevelopment TC-30 Vegetated Swale • ■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations ■ Can be difficult to avoid channelization. ■ May not be appropriate for industrial sites or locations where spills may occur ■ Grassed swales cannot treat a very large drainage area Large areas may be divided and treated using multiple swales. ■ A thick vegetative cover is needed for these practices to function properly. ■ They are impractical in areas with steep topography. ■ They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. ■ In some places,their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. ■ Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. • Design and Sizing Guidelines s Flow rate based design determined by local requirements or sized so that 85%of the annual runoff volume is discharged at less than the design rainfall intensity. s Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, whichever is less, at the design treatment rate. ■ Longitudinal slopes should not exceed 2.5% ■ Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. ■ Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. ■ A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. ■ The width of the swale should be determined using Manning:s Equation using a value of 0.25 for Manning's n. • 2 of 13 California Smrmwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 • ronstrustinn/Ti .specriim rmLsidemHons ■ Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. ■ Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. ■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. ■ Use a roller on the sod to ensure that no air pockets form between the sod and the soil. ■ Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams,slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep • slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program(NURP)monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However,the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals(Cu, Pb, Zn, and Cd)were reduced by approximately 5o percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter(50 foot) increments along their length(See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality(Table 1). The data suggest relatively high removal rates for some pollutants,but negative removals for some bacteria, and fair performance for phosphorus. • January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment TC-30 Vegetated Swale • able 1 Grassed Swale pollutant removal efficiency data Removal Efficiencies(%Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg1993 67.8 4-5 31.4 42-62 -100 grassed channel Seattle Metro and Washington 6o 45 - -25 2-16 -25 grassed channel Department of Ecology 1992 Seattle Metro and Washington 83 _ -25 46-73 -25grassed channel Department of Ecology,1992 Wang et al.,1981 80 - - - 70-80 - dry Swale Dorman et al,1989 98 18 - 45 37-81 - dry Swale Harper,1988 87 83 84 8o 88-90 - dry Swale Kercher et at,1983 99 99 99 99 99 - dry swale Harper,1988. 81 17 40 52 37-69 - wetswale Koon,1995 67 39 - 9 -35 to 6 - wet swale • While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus(fIarper, i988; Keen,1995). It is not clear why swales export bacteria One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a Swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system(Schueler et al, 1992). In general, swales can be used to serve areas of less than io acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use(Young et al., 1996). Selection Criteria(NC7UOG, 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres o Availability of water during dry periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry • periods, but may be necessary only to prevent the vegetation from dying. 4of 13 California Stnrnwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 • The topography of the site should permit the design of n channel with npproprinte slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity,decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes.This criterion is based on the results of a single study conducted in Seattle, Washington(Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed.Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et a1 1998); consequently,some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research(Colwell et al.,2000)has shown mowing frequency or grass height has little or no effect on pollutant removal. Swnmary ofDesign Recommendations • 1) The Swale should have a length that provides a minimum hydraulic residence time of at least io minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5% 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than too feet in length. 4) The width of the swale should be determined using Manning s Equation, at the peak of the design storm,using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the too-year storm if it is located"on-line." The side slopes should be no steeper than 3:1(H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For • general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff(uther tbau necessary irrigation)during the period of vegetation January 2003 Callfomia Stormwater BMP Handbook 5 of 13 New Development and Redevelopment TC-30 Vegetated Swale • establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely.The maintenance objectives for vegetated Swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing(with grass never cut shorter than the design flow depth), weed control,watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops rats or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals(e.g., silt,grass cuttings)must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below • ■ Inspect swales at least twice annually for erosion,damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas o f sediment accumulation. ® Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. ■ Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection,but litter should always be removed prior to mowing. ■ Sediment accumulating near culverts and in channels should be removed when it builds up to 75 Turn (3 in.)at any spot, or covers vegetation. ■ Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation)and/or if proper drainage slopes are not implemented and maintained. • 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study(SWRPC, 1991)estimated the construction cost of grassed channels at approximately $0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler (1997)estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $o.5o per fee,which compares favorably with other stormwater management practices. • • January 2003 Califomia Slormwater BMP Handbook 7 of 13 New Development and Redevelopment • • TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cost Component Unit Extent Low Moderate High Low Moderate High Mobilization! Swale 1 $107 $274 $441 $107 $274 $441 Derrml Ilzation•Ught sib preparation Clearing°................ Acro 0.5 $2,200 $3,800 55,400 $1,100 $1,900 $2,700 GcubbirW.............. Ave 0.25 $3,800 $5,200 6,600 $g5o $1,300 $1,650 General $781 $1,378 $1,972 ecevation'........... Yd 372 . . LevelandTill'- .... Yd' 1,210 $0.20 $0,35 $0.60 $242 $424 $606 Sea Oavalopment Salvaged-ropsoi Yd' 1,210 io.40 $1,00 $'.60 $464 $1,210 $1.936 Seed,and Mulch.. soda,,,,,,,,,,,,,,,,,,,,, Yd' 1,210 11.20 $2.40 $3.60 $1,452 $2,04 $4,356 Subtotal -- - -- - - $5,110 $9,388 $13,660 Gontirgencies Swalo 1 25% 25% 1 25% $1,27g $2,347 $3,415 Total -- - -- - -- 6396- 11735 17076 Source'.(SEWRPC,19A1) Note: MoblllmfonldarrwbIltzatlon refers to theorgonlzatlon end planning Involved In establishing a legetative svrele. Swele has o bottorn width of 1.0 toot, a top wid h of 10 feet Mir 1.3 side slopes, and a 1 000-foot length. °Area cleared=(top width F 10 feel)x Swale length. Area grubbed =(top width x swale length). °voiune excavated =(0.67x top width x swale depth).( swale length(parabollc cross-section), 'Area'flied=(top width+ 0(swaie deothn x swala length(parabolic Gross-section). 3(lop width) `Area seeded=area cleared x 0.5. 9 Area sodded=area cleared x 0.5. 8 of 13 California Sbormwater HMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com A Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs (SEWRPC, 1991) Swale Size (Depth and Top Wldthl Component Unit Cost 1.5 Foot Depth, One- 3-Foot Depth, 3-Foot Comment Fool Bottom Width, Bottom Width,21-Foot 10-Foot Top Width Top Width Lawn Mowing $3.6511,000fPlmowing $0.141llnearfoot $0.21111nearf3ot Lawn m101enancezgth�Mowwidth alght times per year General Lawn Go re $9.0011,000 fP1year $f.1E/ inearfoot .$0,2811i near foot Larm awndth ml0feaintena angth �p� Swala Debnsand Litter $0.10 l linear foot!year $0.10 l linearfoot $0.10 flinaarfoof — Removal Grass Reseeding with $0:301yd' $0.01llineartoot $0.01 /linear fiot Area rvvegotaked uals I% otlawnmalydenancoareaper Mulch and Fertilizer I year Program Administration and $0.15/linear foot l yea r, $0.1511insarfoot .$0.1511i nearfnot Inspect tour times per year Swale Inspection plus$251 inspection TotaR -- $0.68 1 tinear foot $0,76 !linear loot -- January Z003 California Smrmwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale • Maintenance Cost Caltrans(2002)estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M,Malina,Joseph F.,Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff,"ASCE Journal of Environmental Engineering, Vol_ 124, No. 11, pp. 1121-1128. Brown, W., andT. Schueler. 1997. The Economics ofStormwaterBMPsintheMidAtlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection(CWP). 1996. Design ofStormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomon, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of . PerformancePredictorsandEvaluationofMowingPracricesinBiofiltmtinnSwales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington Seattle,WA Dorman, M.E., J. Hartigan,R.F. Steg, and T. Quasebarth. 1989.Retention,Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. i. FHWA/RD 89/202. Federal Highway Administration, Washington,DC. Goldberg. 1993. Dayton Avenue Swale BiofrltmtionStudy. Seattle Engineering DepartmeM Seattle, WA. Harper, H. 1988.Effects ofStormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FI5 by Environmental Research and Design, Inc., Orlando, FL. Kercher,W.C.,J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swalesin the lssaquah/EastLake Sammamish Basins. King County Surface Water Management, Seattle,WA, and Washington Department of Ecology, Olympia,WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L.Kramer. 2oo2. The Dark Side Of SLOrl[lwater RunofrManaremerlL Disease Vectors Associated Wilh Structural BMPs. Stormwater 3(2): 24-39.Oakland, P.H.1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 • through grassed swale treatrnent. In Proceedings of the International Symposium of Urban Hydrology,Hydraulics and Sediment Control,Lexington,KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC,by the Occoquan Watershed Monitoring Laboratory, Manassas, VA Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of ErrvironmeM Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department,Seattle,WA. Southeastern Wisconsin Regional Planning Commission(SWRPC). 199i. Costs of Urban Nonpoint Source Water Pollution Control Measures.Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report# 832-F-99-o06 lntp://www.epa-gov/owm/mtb/v-egswale.pd£ Office of Water,Washington DC. • Wang,T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport,Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10.University of Washington, Department of Civil Engineering, Seattle,WA. Washington State Department of Transportation, 1995,Highway Runoff Manual,Washington State Department of Transportation, Olympia,Washington. Welborn, C., and J.Veenhuis. 1987. Effects ofRunoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation,Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing ofBest Management Practicesfor Controlling HighwayRungf: FHWA/VA-93-Ri6. Virginia Transportation Research Council, Charlottesville,VA Information Resources Maryland Department of the Environment(MDE). 2000. Maryland Storm water Design Manual. www mde state and us/environmentLwma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed • Protection Techniques 1(3)M7-119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment TC-30 Vegetated Swale • Seattle Metro and Washington Department of Ecology. 1992.Biofiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology,Olympia,WA USEPA 1993• Guidance Specifying Management Measures for Sources ofNonpo int Pollution in Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington,DC. Watershed Management Institute(WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC,by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Vegetated Swale TC-30 i P7 1 ta) Cr s vction of swak with cbmk dam. err 7 L =LeVh*f*riak is (h, rd...cn,amaj icw ufn.kimpiamdmcw am.. 13, =0t,rAh.1,1-o6damitf, ss =Bonomstpeof snfft;m W =Top wift of ct,ck daln Itt) W, =B.MM *1111,of ci�.k dm 11T, Z.,=�00�honzon"I W vzn�,I ohwnq<�in sz�aM sine sbfA(I'Lln, • • January 2003 California SU)mnwater BMP Handbook 13 of 13 New Development and Redevelopment Infiltration Trench TC- 10 • _ Design Considerations ` ■ Accumulation of Metals ■ Clogged Sod Outlet Structraes ■ Vegetation/Landscape Maintenance r Description An infiltration trench is a long, narrow, rock-filled trenchwith no Targeted Constituents outlet that receives stormwater runoff. Runoff is stored in the 0 Sediment ■ void space between the stones and infiltrates through the bottom 0 Nutrients ■ and into the soil matrix. Infiltration trenches perform well for 0 Trash ■ removal of fine sediment and associated pollutants. 0 Metals ■ Pretreatment using buffer strips, swales, or detention basins is important for limiting amounts of coarse sediment entering the d Bacteria ■ • trench which can clog and render the trench ineffective. 0 Oil and Grease ■ 0 Orgardcs ■ California Experience Legend(Removal Olkdveness) Caltrans constructed two infiltration trenches at highway • Low ■ High maintenance stations in Southern California. Of these, one failed to operate to the design standard because of average soil 0 Medium infiltration rates lower than that measured in the single infiltration test. This highlights the critical need for appropriate evaluation of the site. Once in operation, little maintenance was required at either site. Advantages ■ Provides l00%reduction in the load discharged to surface waters. ® An important benefit of infiltration trenches is the approximariuu of pre-developuieuL hydrology during which a significant portion of the average annual rainfall runoff is infiltrated rather than flushed directly to creeks. ■ If the water quality volume is adequately sized, infiltration trenches can be useful for providing control of channel forming(erosion)and high frequency(generally less than the 2-year)flood events. + January 2003 California Stnrmwater BMP Handbook lof 7 New Development and Redevelopment TC-10 Infiltration Trench • ■ As an underground BMP,trenches are unobtrusive and have little impact of site aesthetics. Limitations ■ Have a high failure rate if soil and subsurface conditions are not suitable. ■ May not be appropriate for industrial sites or locations where spills may occur. ■ The maximum contributing area to an individual infiltration practice should generally be less than 5 acres. ■ Infiltration basins require a minimum soil infiltration rate of 0.5 inches/hour, not appropriate at sites with I Iydrologic Soil Types C and D. ■ If infiltration rates exceed 2.4 inches/hour, then the runoff should be frilly treated prior to infiltration to protect groundwater quality. ■ Not suitable on fill sites or steep slopes. ■ Risk of groundwater contamination in very coarse soils. ® Upstream drainage area must be completely stabilized before construction. ■ Difficult to restore functioning of infiltration trenches once clogged. Design and Sizing Guidelines • ■ Provide pretreatment for infiltration trenches in order to reduce the sediment load. Pretreatment refers to design features that provide settling of large particles before runoff reaches a management practice, easing the long-term maintenance burden. Pretreatment is important for all structural stormwater management practices, but it is particularly important for infiltration practices. To ensure that pretreatment mechanisms are effective, designers should incorporate practices such as grassed swales, vegetated filter strips, detention,or a plume pool in series. ■ Specify locally available trench rock that is 1.5 to 2.5 inches in diameter. ■ Determine the trench volume by assuming the WQV will fill the void space based on the computed porosity of the rock matrix(normally about 35%). ■ Determine the bottom surface area needed to drain the trench within 72 hr by dividing the WQV by the infiltration rate. d WQV+RFV 5A ■ Calculate trench depth using the following equation: where: • D = Trench depth 2 of 7 Califomia St4rrnwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC- 10 • WQV = Water quality volume RFV = Rock fill volume SA = Surface area of the trench bottom ■ The use of vertical piping, either for distribution or infiltration enhancement shall not be allowed to avoid device classification as a Class V injection well per 40 CM46.6(e)(4). ■ Provide observation well to allow observation of drain time. ■ May include a horizontal layer of filter fabric just below the surface of the trench to retain sediment and reduce the potential for clogging. Construction/Inspection Considerations Stabilize the entire area draining to the facility before construction begins. If impossible, place a diversion berm around the perimeter of the infiltration site to prevent sediment entrance during construction. Stabilize the entire contributing drainage area before allowing any runoff to enter once construction is complete. Performance Infiltration trenches eliminate the discharge of the water quality volume to surface receiving waters and consequently can be considered to have i00%removal of all pollutants within this vohime. Transport of some of these constituents to groundwater is likely, although the • attenuation in the soil and subsurface layers will be substantial for many constituents. Infiltration trenches can be expected to remove up to 90 percent of sediments, metals, colifonn bacteria and organic matter, and up to 6o percent of phosphorus and nitrogen in the infiltrated runoff(Scheeler, i992). Biochemical oxygen demand(BOD)removal is estimated to be between 70 to 80 percent. Lower removal rates for nitrate, chlorides and soluble metals should be expected, especially in sandy soils(Schucicr, 1992). Pollutant removal efficiencies may be improved by using washed aggregate and adding organic matter and loam to the subsoil. The stone aggregate should be washed to remove dirt and fines before placement in the trench. The addition of organic material and loam to the trench subsoil may enhance metals removal through adsorption. Siting Criteria The use of infiltration trenches may be limited by a number of factors,including type of native soils, climate, and location of groundwater table. Site characteristics, such as excessive slope of the drainage area, fine-grained soil types, and proximate location of the water table and bedrock, may preclude the use of infiltration trenches. Generally, infiltration trenches are not suitable for areas with relatively impermeable soils containing clay and silt or in areas with fill. As with any infiltration BMP, the potential for groundwater contamination must be carefully considered,especially if the groundwater is used for human consumption or agricultural purposes. The infiltration trench is not suitable for sites that use or store chemicals or hazardous materials unless hazardous and toxic materials are prevented from entering the trench. In these areas, other BMPs that do not allow interaction with the groundwater should be • considered. January 2003 California Shxmwaber BMP Handbook 3 of 7 New Development and Redevelopment TC- 10 Infiltration Trench . The potential for spills can be minimized by aggressive pollution prevention measures. Many municipalities and industries have developed comprehensive spill prevention control and countermeasure (SPCC)plans. The..ee plans should be modified to inchide the infiltration trench and the contributing drainage area. For example, diversion structures can be used to prevent spills from entering the infiltration trench. Because of the potential to contaminate groundwater, extensive site investigation must be undertaken early in the site plannin process to establish site suitability for the installation of an infiltration trench Longevity can be increased by careful geotechnical evaluation prior to construction and by designing and implementing an inspection and maintenance plan. Soil infiltration rates and the water table depth should be evaluated to ensure that conditions are satisfactory for proper operation of an infiltration trench Pretreaiment structures, such as a vegetated buffer strip or water quality inlet,can increase longevity by removing sediments, hydrocarbons, and other materials that may clog the trench. Regular maintenance, including the replacement o f clogged aggregate,will also increase the effectiveness and life of the trench Evaluation of the viability of a particular site is the same as for infiltration basins and includes: ■ Determine soil type (consider RCS soil type'A, B or C only)from mapping and consul iTSDA soil survey tables to review other parameters snch as the amount of silt and clay, presence of a restrictive layer or seasonal high water table, and estimated permeability. The soil should not have more than 30 percent clay or more than 40 percent of clay and silt combined. Eliminate sites that are clearly unsuitable for infiltration. • ■ Groundwater separation should be at least 3 in from the basin invert to the measured ground water elevation. There is concern at the state and regional levels of the impact on groundwater quality from infiltrated runoff, especially when the separation between groundwater and the surface is small. ■ Location away from buildings, slopes and highway pavement(greater than 6 m) and wells and bridge slrueLures(greaLer Lhan 30 m). SiLes conArucied of full, having abase flow or with a slope greater than 15 percent should not be considered. o Ensure that adequate head is available to operate flow sputter structures (to allow the basin to be offline)without ponding in the sputter structure or creating backwater upstream of the splitter. ■ Base flow should not be present in the tributary watershed. Secondary Screening Based on Site Geoteehnical Investigation ■ At least three in-hole conductivity tests shall be performed using USBR'7300-89 or Bouwer- Rice procedures (the latter if groundwater is encountered within the boring),two tests at different locations within the proposed basin and the third down gradient by no more than approximately io in. The tests shall measure permeability in the side slopes and the bed within a depth of 3 in of the invert. ■ The minimum acceptable hydraulic conductivity as measured in any of the three required Lesl holes is 13 rriro/hr. If auy LesL hole shows less Lhau Lhe nii oirn um value, Lhe site should • be disqualified from further consideration. 4of 7 California Stnrmwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC- 10 • ■ Exclude from consideration sites constructed in fill or partially in fill unless no silts or clays are present in the soil boring. Fill tends to be compacted,with clays in a dispersed rather than flocculated state, greatly reducing permeability. ■ The geotechnical investigation should be such that a good understanding is gained as to how the stormwater runoff will move in the soil(horizontally or vertically)and if there are any geological conditions that could inhibit the movement of water. Maintenance Infiltration trenches required the least maintenance of any of the BMPs evaluated in the Caltrans study, with approximately 17 field hours spent on the operation and maintenance of each site. Inspection of the infiltration trench was the largest field activity, requiring approximately 8 hr/yr. In addition to reduced water quality performance, clogged infiltration trenches with surface standing water can become a nuisance due to mosquito breeding. If the trench takes more than 72 hours to drain,then the rock fill should be removed and all dimensions of the trench should be increased by 2 inches to provide a fresh surface for infiltration. Cost Construction Cost Infiltrationtrenches are somewhat expensive,when compared to other stormwater practices, in terms of cost per area treated. Typical construction costs,including contingency and design • costs, are about$d per R9 of stormwater treated(SWRPC, i99i; Brown and Schueler, 1997). Actual construction costs may be much higher. The average construction cost of two infiltration trenches installed by Caltrans in southern California was about$5o/ftq; however,these were constructed as retrofit installations. Infiltration trenches typically consume about 2 to 3 percent of the site draining to them, which is relatively small In addition, infiltration trenches can fit into thin, linear areas. Thus,they can generally fit into relatively unusable portions of a site. Maintenance Cost One cost concern associated with infiltration practices is the maintenance burden and longevity. If improperly sited or maintained,infiltration trenches have a high failure rate. In genera], maintenance costs for infiltration trenches are estimated at between 5 percent and 20 percent of the construction cost. More realistic values are probably closer to the 20-percent range, to ensure long-term functionality of the practice. References and Sources of Additional Information Caltrans, 2002, BMP Retrofit Pilot Program Proposed Final Report,Rpt. CfSW-RT-o1-o50, California Dept. of Transportation, Sacramento, CA. Brown,W., andT. Schueler. 1997. The Economics ofStormwaterBMPsin the Mid Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater,MD, by the Center for Watershed Protection, Ellicott City, MD. • Galli, J.1992. Analysis of Urban BMPPerformance and Longevity in Prince George's County, Maryland. Metropolitan Washington Council of Governments, Washington, DC. January 2003 Califomia Stnrmwater BMP Handbook 5 of 7 New Development and Redevelopment TC- 10 Infiltration Trench Maryland Department of the Environment(MDE). 2000. Maryland Stormwater Design Manual. hM7//www mde state and us/enviromnent/wma/stormwatermanual. Accessed May 22, 2001. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002.The Dark Side Of Stormwater Runoff Management Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39. Schueler,T. 1987. Controlling Urban Runoff.-A Practical Manual for Planning and Designing Urban BMPs. Metropolitan Washington Council of Governments,Washington, DC. Southeastern Wisconsin Regional Planning Commission(SWRPC). 1991. Costs of Urban Nonpoint Source WaterPottution Control Measures. Southeastern Wisconsin Regional Planning Commission,Waukesha, Wl. Watershed Mnnsgement Institute.(WMI). 1997. Operation, Maintenance, and Management of StormwaterManagement Systems. Prepared for U.S.Environmental Protection Agency, Office of Water, Washingtorl DC. Information Resources Center for Watershed Protection(CWP). 1997. StormwaterBMP Design Supplemmtfor Cold Climates. Prepared for the U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds, Washington, DC, by the Center for Watershed Protection,Ellicott City, MD. • Ferguson, B.K. 1994. Storm water ln fidtration. CRC Press,Ann Arbor, MI. Minnesota Pollution Control Agency. 1989. Protecting Water Quality in Urban Areas: Best Management Practices. Minnesota Pollution Control Agency, Minneapolis, MN. USEPA. 1993• Guidance to Specify Management Measures for Sources o fNonpointPollution in Coastal Waters. EPA-84o-13-92-o02. U.S. Environmental Protection Agency, Office of Water, Washington,DC. 6 of 7 Califomia Stormwater BMP Handbook January 2003 New Development and Redevelopment Infiltration Trench TC-10 CONCRETE PARKING LOT LEVEL SPREADER C414SS CHANNEL L (LESS TKAN 1% PLUNGE ♦YYYYY tlYY SLOPE) V VyYwV Vb b POOL VVtlYYVVrVV' Y'{4b YbJi V`b'rY V Yb'2YtiV oVtl�VV YYYYw (TO DETENTION FACILITY) Y... Y YYYYii WFILT1tAT10N >M: Y a.• TRENCH _� �!*� q� Y FIL PEAORAVEI 'ems" AS OVER ER Ca •F:i OVER WASHED BANK RUN GRAVEL AGGREGATE �+ty�f� • RLRIOFF FILTERSTRROUGH GRASS OVERFLOW BERM pSSERVATION WEiL BUFFER STRIP(2D'MINIMUM):GRASS WRI I GORCW TQP LID CHANNEL;OR SEDIMENTATIONV 4- s.r IrJ11-' -•F=1L�_I'�- , - �W'Itll'7111=1- IL I- Iq _ •••'}•'::ctz....iii.es._ JIL�16`-IIR=_:'IIJnI�-ell ai�lli JI -gd.•6j.fYe?.W^ -p'�9..'y'a 'Il ¢•:; o•� r � 1�2"PEA GRAVEL FILTER LAYER PROTECTIVE LAYER OF FILTER FABRIC TRENCH 3-6 FEET DEEP _J GLEAN STONE I MANK RUN GRAVEL PREFERRED -III :6' M,µ-!°q-i✓q:F.'h > III .d fy:-"�p.'.q'F�;q Y's}x:a; III • III Yyg.q qR'��q=YY?'Y'w — SIyyU YILILKW Mt s:..-A�;,•3,�':A,s;,tom-, A' - (OR FABRIC EQUIVALENT) I- ' - - .: .. III! III_III III�.1 ., ..b-ILL." � ...IliZ RUNOFF E%FILTRATES THROUGH UNDISTURBED SUBSOILS WITH A MINIMUM RATE OF 0.61NC42S PER HOUR SECTION • January 2003 California Storrnwater BMP Handbook 7 of 7 New Development and Redevelopment Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE • OFFICE/COMMERCIAL BUILDING Appendix E Soils Report • • INLAND, INC. Geotechnical Consulting Vril 17, 2006 Project No. I05751-10 Mr. Peter Minegar, Sr. MSS PROPERTIES P.O. Box 879 Temecula, California 92593-0879 Subject: Percolation Rate Report for a Proposed On-site Retention Basins,Assessors Parcel Number 910- 282-012 in the City of Temecula, Riverside County, California References: County of Riverside, Department of Health, Division of Environmental Health, 1981, "Waste Disposal for Individual Homes, Commercial and Industrial,"dated August. LGC Inland, Inc. (LGC) is pleased to present the test data and calculations for seepage rates pertaining to the two proposed detention basins within the proposed 1.41-acre commercial development, Lot Six (6), located at the southern terminus of Madison Avenue in the City of Temecula, Riverside County, California. The purpose of our feasibility study was to determine the percolation rates and physical characteristics of the subsurface soils existing within the subject property. • PROPERTY LOCATIONS AND DESCRIPTION The subject site is located at located at the southern terminus of Madison Avenue in the City of Temecula,Riverside County, California. The topography of the site is level. No underground structures are known to exist at the site. SUBSURFACE EXPLORATION AND PERCOLATION TESTING Subsurface Exploration From information contained in LGC's Preliminary Geotechnical Investigation dated March 21, 2005, subsurface exploration within the subject site was performed initially on February 16 and March 4,2005 consisting of drilling four (4) borings throughout the proposed building area to depths ranging from 26 to 51 feet. Percolation Testing On April 11, 2006 percolation tests were initiated to evaluate the feasibility of utilizing retention basins for on site disposal of storm water runoff. Prior to the subsurface work, an underground utilities clearance was obtained from Underground Service Alert of Southern California. The test method employed was the deep boring seepage-pit type testing procedure. • 41531 Date Street • Murrieta, CA 92562 • (951) 461-1919 • Fax (951) 461-7677 On April 10 and 11, 2006, two (2) falling-head percolation tests were conducted on Borings B-1 and B-2, in lceordance with the procedures described in the RCDEH booklet- "Waste Disposal for Individual Homes, ommercial and Industrial." Immediately after drilling, approximately 20 feet of 3 inch diameter slotted pipe was inserted into the percolation test borings B-1 and B-2. The percolation test borings were then filled with water to approximately 10 feet below the soil surface. Following a 24hr pre-soak, the test boring was refilled with water to the soil surface. From a fixed reference point, the drop in water level was then measured and recorded at 10 minute intervals over a period of 1 hour. After each measurement, the water level was readjusted. The percolation test data sheets are presented in Appendix A. FINDINGS Local Geology and Soil Conditions The earth materials on the site are primarily comprised of artificial fill and Quaternary Pauba Formation sedimentary rock. A general description of the soil materials observed on the site is provided in the following paragraphs: Artificial Fill (map symbol Af): Artificial fill materials were encountered throughout the site in the upper 2%z to 30 feet within the borings. These materials are typically locally derived from the native materials and consist generally of dark yellowish brown to olive brown sandy silt,silty sand,clayey sand, and sandy clay. These materials were found to be compacted, consistent, well consolidated fills that were likely placed in the early 1990's. • Quaternary Pauba Formation (map symbol Ops): Pauba Formation bedrock was encountered generally at depth below the artificial fill materials. These materials consisted primarily of olive brown to olive gray, fine to coarse grained sandstone and clayey sandstone, with interbedded sandy claystone and sandy siltstones. These materials were typically moderately hard to hard and dry to very moist. Groundwater Groundwater was encountered at a depth of approximately 40 feet in Boring B-1. Additionally, groundwater was observed in Boring 3 during the preliminary Geotechnical investigation conducted on March 4, 2005. Percolation Test Results The measured percolation test rates are as follows: • Project No I05751-10 Page 2 April 17, 2006 PERCOLATION " PER TENTION PERCOLATION SOIL - TEST No. - HOLE DEPTH' RATE'; BASINNo..' - RATE(Ff/Ar) ' DESCRIPTION (Ft),' (GallsFt/Da I B-1 20 17.6 5.88 Af/Q s 2 B-2 20 26.5 9.34 Af/Qps INVESTIGATION LIMITATIONS This report is based upon information provided by the client and on the proposed project and geotechnical data as described herein. The materials encountered on the project site and described in other literature are believed representative of the project area and the conclusions and recommendations contained in this report are presented on that basis. However, soil materials can vary in characteristics between points of exploration, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a geotechnical consultant during the construction phases of the project are essential to confirming the basis of this report. To provide the greatest degree of continuity between the design and construction phases, consideration should be given to retaining LGC for construction services. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and time period. The contents of this report are professional opinions and as such, are not to be considered a guarantee or warranty. 0his report should be reviewed and updated after a period of 1-year or if the project concept changes from that escribed herein. This report has not been prepared for use by parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. • Project No 105 751-1 0 Page 3 April 17, 2006 he opportunity to be of service is appreciated. Should you have any questions regarding the content of this report, should you require additional information, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGCINLAND, INC. P4O�'�olCMq F 692 o i W � CD m �QtEOf CAUE�� 4Stheon M. Poole, GE 692 Principal Engineer Vice President JD/GU/SMP/kg/ko Distribution: (4) Addressee Attachments: Appendix A —Percolation Test Results (Rear of Text) • Project No I05751-10 Page 4 April 17, 2006 • APPENDIX A PERCOLATION TEST RESULTS SEEPAGE PIT PERC DATA SHEET JOB NO.: I05751-10 EST HOLE NO.: B-1 TEST HOLE SIZE: 6" SOH. CLASSIFICATION: Silty Sand with Clav DEPTH OF TEST HOLE: 20' DATE EXCAVATED: 4/7/06 PRE-SOAK TIME: Start: 16:30 4/10/06 End: 4:15 4/11/06 Reading No. Time Initial Water Level Final Water(ft) Level(ft) pin Water Level Time Interval(hr) Rate FtlHr Q.Gal/s.f.l day 1 4:15 15 11.0 4.0 0.17 23.5 8.14 4:25 2 4:30 15 11.5 3.5 0.17 20.6 6.99 4:40 3 4:45 15 11.5 3.5 0.17 20.6 6.99 4:55 4 5:00 15 11.5 3.5 0.17 20.6 6.99 5:10 5 5:15 15 12.0 3.0 0.17 17.6 5.88 5:25 6 5:30 15 12.0 3.0 0.17 17.6 5.88 5:40 7 8 9 10 11 12 SEEPAGE PIT PERC DATA SHEET JOB NO.: I05751-10 PEST HOLE NO.: B-2 TEST HOLE SIZE: 6" SOIL CLASSIFICATION: Silty Sand with Clay DEPTH OF TEST HOLE: 20' DATE EXCAVATED: 4/7/06 PRE-SOAK TIME: Start: 16:35 4/10/06 End: 17:35 4/11/06 Reading No. Time Initial Water Level Final Water 4 in Water Level Time Interval(hr) Rate FVHr Q.Gall s.f.l day (ft) Level(ft) 1 5:35 15 10.0 5.0 0.17 29.4 10.59 5:45 2 5:50 15 10.0 5.0 0.17 29.4 10.59 6:00 3 6:10 15 10.0 5.0 0.17 29.4 10.59 6:15 4 6:20 15 10.5 4.5 0.17 26.5 9.34 6:30 5 6:35 15 10.5 4.5 0.17 26.5 9.34 6:45 6 6:50 15 10.5 4.5 0.17 26.5 9.34 7:00 7 8 9 10 11 12 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING Appendix F Treatment Control BMP Sizing Calculations and Design Details • • Ro G3d+Plus Firer in�clle7 FloGard® +Plus A multipurpose catch basin insert designed to capture sediment, debris, trash & oils/grease from low (first flush) flows. A (dual) high-flow bypass allows flows to bypass the device while retaining sediment and larger floatables (debris & trash) AND allows sustained maximum design flows under extreme weather conditions. FloGard®+Plus inserts are available in sizes to fit most industry-standard drainage inlets (...flat grated, combination, curb and round inlets). FloGarcr+Plus catch basin inserts are recommended for areas subject to silt and debris as well as low to moderate levels of petroleum hydrocarbon (oils and grease). Examples of such areas are vehicle parking lots, aircraft ramps, truck and bus storage yards, corporation yards, subdivision streets and public streets. • Standard Filter Fabric Properties' Propertv Test Method Units Value Mass/Unit Area ASTM D 5261 qW o 190(5.6) Grab Tensile Strength ASTM D 4632 N Ibs 890 200 Grab Tensile Elongation ASTM D 4632 % 10 Tear Strength ASTM D 4533 N Ibs 330 75 Puncture Strength ASTM D 4833 N Ibs 440 100 Burst Strength ASTM D 3786 kPa i 3097 450 PermittivityASTM D 4%1 sec 2.14 Flow Rate ASTM D 4491 Umin/m 5907 Vmin/e 145 Apparent Opening Size ASTM D 4751 mm 0.425 U.S.Sieve 40 Ultraviolet StabilityASTM D 4355 % 90 *also available with custom fabrics and stainless steel screens • Questions? Contact Kristar at(800) 579-8819. 03105 e • FloGardTM4Plus Fitter installed //nf V SPECIFIER CHART Lx12 Grate OD' Solids Storage Filtered Flow Total Bypass Model No, in in mxin tuft cis FGP-12F 12x14 0.3 0.4 28 FGP-153DF 15x35 23 1.6 6.9 FGP-16F 16x19 0.0 0.7 4.7 FGP-1624F 16x26 1.5 12 5.0 FGP-18F 18 x 20 0.8 0.7 4.7 FGP-182OF 16 x 19 18 x 21 21 1.4 5.9 FGP-1824F 16 x 22 18 x 24 1.5 12 5.0 FGP-1836F 10 x 36 18 x 40 23 1.6 6.9 FGP-2024F 18 x 22 20 x 24 1.2 1.0 5.9 FGP-21F 22x22 22x24 2.2 1.5 6.Y . FGP-2142F 21 x 40 24 x 40 4.3 24 9.1 FGP-2148F 19 x 46 22 x 48 4.7 2b 9.8 FGP-24F 24 x 24 24 x 27 22 1.5 6.1 FGP-243OF 24 x 30 26 x 30 2.8 1.8 7.0 FGP-2436F 24 x 36 24 x 40 3A 20 8.0 FGP-2448F 24 x 48 26 x 48 4.4 24 9.3 FOP-28F 28 x 28 32 x 32 22 1.5 6.3 FGP-284DF 24 x 36 28 x 40 4.2 23 8.7 FGP-30F 30 x 30 30 x 34 3.6 20 8.1 FGP-36F 36 x 36 36 x 40 4.6 24 9.1 FGP-3648F 36 x 48 40 x 48 6.8 3.2 11.5 FGP-48F 48 x 48 48 x 54 9.5 19 132 FGP-EJSIOOF 20 x 20 23 x 23 0.8 M7 4.7 FGP-EJ7020 Y6 x 21 18 x 23 0.8 0.7 4.7 FGP-EJ7040 16 x 20 19 x 22 0.8 0.7 4.7 5 ee Gra e Cast Iron Grate 'Dimensors shown are approximate-subrdt exard measurements when ordering t10TES: 1.Swagscoitarly reflaM 8D%of and!U sddds cdlered n w or me I l�na Mbwsomy f bypactor of FLaGARM+PLUS 2 Flttered now me lndudes asalely fecbrd2 3 FlooarO®.Phs Cinch Bodo FlBer Inserts are aMMW CATCH BASIN FILTER INSERT In the standard sties(see above)or In ontorn sties. Frame Mount Call fordelells onaglarn size lnsefts ) a rmmroeaarsnxer er:ens Onto be used in cm*mcDon FLAT GRATED INLET vAtliaregWa rtelrYerenceprogran. ftewto rrrandeGurefs nmmreriNd gulddbes KfiSlar Errterpnsos,Im,Santa Rosa,CA (800)5798819 US PATENT 11/04 G�iFCt/pN� DPS ,s � I • GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLO-GA RDrm+PL US CATCH BASIN INSERT FILTERS SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stonnwater filtration systems be maintained and serviced on a reaming basis. The intent of the regulations is to ensure that the systems,on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These Specifications apply to the Flo-GardTm +Plus Catch Basin insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems(DPS)recommends that installed Flo-Gard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately,the frequency depends on the amount of runoff,pollutant loading and interference from debris(leaves,vegetation,cans,paper,etc.);however,it is recommended that each installation be serviced a minimum of three times per year,with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation,upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season:Prior to,during and following the rainy season. 2. For areas subject to year-round rainfall:On a recurring basis(at least three times per year). 3. For areas with winter snow and summer rain:Prior to and just after the snow season and during • the summer rain season. 4. For installed devices not subject to the elements(washracks,parking garages,etc.):On a recurring basis(no less than flute times per year). SERVICE PROCEDURES: 1. The service shall commence with collection and removal of sediment and debris(litter,leaves, papers,cans,etc.)and broom sweeping around the drainage inlet. Accumulated materials shall be placed in a DOT approved container for later disposal. 2. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred,the proper authorities and property owner representative shall be notified as soon as practicable. 3. The catch basin grate shall be removed and set to one side. Using an industrial vacuum,the collected materials shall be removed from the liner. (Note:DPS uses a truck-mounted vacuum for servicing Flo-Gard`m+Plus catch basin inserts.) 4. When all of the collected materials have been removed,the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets,etc. shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter(tom liner, etc.),if approved by the customer representative,will be corrected and an invoice submitted to the representative along with the Maintenance Record. 5. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner's D-ring. See below. 6. The grate shall be replaced. • EXCHANGE AND DISPOSAL OF EXPOSED FILTER MEDIQM AND COLLECTED DEBRIS • The frequency of filter medium pouch exchange will be in accordance with the existing DPS-Customer Maintenance Contract DPS recommends that the medium be changed at least once per year. During the appropriate service,or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced with new pouches and the exposed pouches placed in the DOT approved container,along with the exposed debris. Once the exposed pouches and debris have been placed in the container,DPS has possession and must dispose of it in accordance with local,state and federal agency requirements. Note.As the generator,the landowner is ultimately responsible for the proper disposal of the exposed filler medium and debris. Because the materials likely contain petroleum hydrocarbons,heavv metals and other harmful pollutants,the materials must be treated as an EPA Class 2 Hazardous Waste and properly disposed of. DPS relieves the landowner of the actual disposal task,and provides certification of its completion in accordance with appropriate regulations. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts,underground oil/water separators,stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888)950-8826 for further information and assistance. • • 05/04/04 Water Quality Management Plan (WQMP) PARCEL 6 MADISON AVE OFFICE/COMMERCIAL BUILDING WATER QUALITY MANAGEMENT PLAN BMP SIZING CALCULATION PL GRASS SWALE 2' WlDE OPENING w ® 9, O.C. T AC PAVEMENT VARIES 2" SAND BED 18" NON-COMPACTED GRAVEL GRASS INFILTRATION SWALE NOT TO SCALE T. CRUSHED STONE, GRAVEL OR SWA.AR FILTER MATERIALS ACCEPTABLE TO THE CITY INSPECTOR AND HAVING ADEQUATE VOfDS VARYMG IN SIZE FROM THREE-OUARTERS TO ONE AND ONE-HALF INCHES IN SIZE, SHALL BE PLACED IN THE TRENCH TO THE DEPTH AND GRADE REQUIRED IN THIS SECTION. Worksheet 1 • Design Procedure for BMP Design Volume 85th percentile runoff event Designer: 9 L(f_ Company: Date: 4 24 Project: A Location: 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T &R Section). Section (1) b. Slope value from the Design Volume Curve in Appendix A. Slope (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph Yes"gr No❑ the origin,to create the graph attached? 2. Determine Runoff Coefficient . a. Determine total impervious area A;mpemous= I I acres (5) b. Determine total tributary area Att., = t `l acres (6) c. Determine Impervious fraction D t ,t i = (5)/ (6) i = `i" (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i - .78i2 +.774i+ .04 C= r (8) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in-acre desired V value. VU = I . 6 ' acre (9) 4. Determine Design Storage Volume a. VBMP= (9)x(6) [in- acres] VBMP = I , 4-7, in-acre (10) b. VBMP = (10)/12 [ft- acres] VgMP = O r 2 ft-acre (11) c. VBMP= (11)x 43560 [ft) VBMP = ft3 (12) Notes: • 7 3. Using the runoff coefficient found in step 2, determine 85'h percentile unit • storage volume (V ) using Figure 2 (created in step 1). 4. Determine the design storage volume (VBmp). This is the volume to be used in the design of selected BMPs presented in this handbook. 1.00 0.90 . 0.70 0.60 o 0.50 L) 0.40 c 0.30 • 0.20 0.10 0.00 0% 10 20 30 40 50 60 70 80 90 100 % Im pervious Figure 1. Impervious — Coefficient Curve (WEF/ASCE Method') • Impen iousness is the decimal fraction of the total catclunent covered b} the sum of roads.parking lots. sidewalks.rooftops,and other impermeable surfaces of an urban landscape. 5 Plot Slope Value from Appendix A here 2 — ---— — -- ---- --—---------- 1.9 1.8 1.7 1.6 1.5 1.4 CO 1.3 1.2 rt rn 1.1 O ( I N CD < .0.9 0 3 0.8 m 2 0.7 0.6 0.5 0.4 - a 0.3 0.2 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph -2 7t,". '"I k-A lj"� lei t� + 04 1 + � v n _ 4 rk p } 1 r r NM, y I 1 Worksheet 4 z Design Procedure Form for Infiltration Basin Designer: � L C Company: Date: T i G Project n �E- Of 0 1 Location: 1. Determine Design Storage Volume (Use Worksheet 1) a. Total Tributary Area (maximum 50) At,, acres b. Design Storage Volume, Vmp VMP= SST ft 2. Maximum Allowable Depth (D„) I ' $ a. Site infiltration rate(1) I = inlhr b. Minimum drawdown time (48 hrs) t= hrs C. Safety factor(s) s= 3 d. D.= [(t) x (I)F(12s] Dm= 2. 4 ft 3. Basin Surface Area Am=VeMP D. Am= 2l 54 ftz 4. Vegetation(check type used or Native Grasses describe "other") Irrigated Turf Grass _Other Notes: 26 • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer. k Company: C Date: gLZZ 210 Project: Location: -% , , 1. Determine Impervious Percentage a. Determine total tributary area A,or,,= /I d/ acres (1) b. Determine Impervious % i= 7. % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Soil Runoff Coefficient C. _ (3) b. B Soil Runoff Coefficient Cb = Q . (4) c. C Soil Runoff Coefficient C� _ (5) • d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = A, _ (7) b. Area of B Soil / (1) = Ab = j (8) c. Area of C Soil / (1) = k _ (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7)+ (4)x(8) + (5)x(9) + (6)x(10) = C = �, (11) 5. Determine BMP Design flow s a. QBMP - CxlxA= (11)XO.2x(1) QBMP= 0, 22 s (12) Worksheet 9 • Design Procedure Form for Grassed Swale Designer: G�fv._ COl2f FA Company: L C Date: Project: — / 0 1 Location: A^,A✓1eS ,✓✓ 1. Determine Design Flow QBMP= /). 2 cfs (Use Worksheet 2) 2. Swale Geometry b 2 ft a. Swale bottom width (b) b. Side slope (z) z= -� c. Flow direction slope (s) s= % 3. Design flow velocity (Manning n = 0.2) v= fis 4. Depth of flow (D) D = 0, D(,' ft • 5. Design Length (L) L= (7 min) x (flow velocity, ft/sec) x 60 L= ft 6. Vegetation (describe) 8. Outflow Collection (check type used or ra ted Inlet' describe "other") _✓Infiltration Trench _ Underdrain Other Notes: • 55 • GRASS SWALE HYDRAULIC _______________----------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982,1986 Advanced Engineering Software [AES] ---------------------------------------------------------------------------- Advanced Engineering Software [AES] SERIAL No. I06121 VER. 2.3C RELEASE DATE: 2/20/86 ««««««««««««««<G««««»»»»»»»»»»»»»»»»»»» +x+«xx++++DESCRIPTION OF RESULTS+++r«+++++x+x+++x++++++++xxx+xx++++++++++xxx + GRASS SWALE 5=0.0100 + • B=2 FT »»CHANNEL INPUT INFORMATION«« CHANNEL Z(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FE ET) = 2.00 CONSTANT CHANNEL SLOPE(FEET/FEET) _ .010000 UNIFORM FLOW(CFS) _ .23 MANNINGS FRICTION FACTOR = .0200 _____________ NORMAL-DEPTH FLOW INFORMATION: __-__- _____________________________________________________ »»> NORMAL DEPTH(FEET) _ .08 FLOW TOP- WIDTH(FEET) = 2.47 FLOW AREA(SQUARE FEET) _ .17 HYDRAULIC DEPTH(FEET) _ .07 FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.30 V UNIFORM FROUDE NUMBER = .864 PRESSURE + MOMENTUM(POUNDS) _ .99 AVERAGED VELOCITY HEAD(FEET) _ .026 SPECIFIC ENERGY(FEET) _ .105 ======= _ __________ CRITICAL-DEPTH FLOW INFORMATION: ____________________________________________________________________________ CRITICAL FLOW TOP-WIDTH(FEET) = 2.42 CRITICAL FLOW AREA(SQUARE FEET) _ .16 Q Ob I CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .06 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.47 CRITICAL DEPTH(FEET) _ .07 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) _ .98 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .033 CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .104 • Water Quality Management Plan(WQMP PARCELi MADISON AV] • OFFICE/COMMERCIAL BUILD-IN( Appendix C AGREEMENTS—CC&RS, COVENANT AND AGREEMENTS p�I� DOC�C� •