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HomeMy WebLinkAboutTract Map 33584 WQMP Butterfield Shopping Center Project Specific Water Quality Management Plan For: BUTTERFIELD SHOPPING CENTER DEVELOPMENT NO. TM 33545 DESIGN REVIEW NO. PA 04-0621 Prepared for: Mark P. Esbensen, President BRSC, LLC 41623 Margarita Road Temecula, CA 92591 (951) 491-6300 QRpfESSIpN Prepared by: Anthony Bertrand, PE Masson and Associates, Inc. 29995 Technology Drive, Suite 202 LU o n Murrieta, CA 92563 Jj(P, iz-31-01 (951) 445-4300 "r CIVIC- >�Q 9 � TFOF CAkO WQMP PTeparation/Revision Date: August 29, 2005 December 10, 2007 pF{ii M1iF _ u` ys nor �y TER Qi ALITY" �I�\AGE\LENT PL AN CH KLIST Public Works Department NPDES Program ,nv faw m 43200 Business Park Drive, Temecula; CA. The purpose of this checklist is to provide a format for uniform, comprehensive, and well-documented reviews of project-specific Water Quality Management Plans (WQMPs) submitted by project owners. The completed checklist should accompany the WQMP and submitted to the City of Temecula. Applicant Name: Mark P. Esbensen Inc. Parcel/Tract Map Number: TM 33545 Planning Application Number: PA 04-0621 Project Name:_Butterfield Shopping Center SUMMARY OF WQMP REQUIREMENTS . (PLEASE LIST THE FOLLOWING INFORMATION) Section 1. Watershed and Sub-Watershed: Santa Margarita River, Pechanga Area, and Pauba Subarea Section II. Land-Use Category(from Initial Checklist): Commercial Section 111. Pollutants (expected and potential): Sediment/Turbiim Nutrients: Organic Compounds; Trash& Debris: Oxygen Demanding Substances' Oil&Grease; Pesticides; Metals Section IV. Exemption Category(A, B, C, or Not Exempt): Category A Section V. Treatment BMP Category(ies): Storm Drain Inlet Protection Corrueated Metal Pine Section VI. Party(ies) responsible for BMP maintenance: The Owner;Mark P. Esbensen, Inc. Section VII. Funding source(s) for BMP maintenance: The Owner Mark P. Esbensen, Inc. • Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Title Page Name of project with Tract,Parcel, or other I.D. number X Owner/Developer name,address&telephone number X Consultin ngineerin firm, address&phone number X Pre arer's Registered Professional Engineers' Stamp and Signature X Date WQMP was prepared X Owner's Certification Signed certification statement X Table of Contents Complete and includes all figures,Appendices (A-H), and design worksheets X Section I. Project Description in narrative form Project location X Project size to the nearest 1/10 acre) X Standard Industrial Classification(SIC) Code Description and location of facilities X Activities, locations of activities,materials and products to be used and stored for each X activity and at each facility, delivery areas, and what kinds of wastes will be generated • Project watershed and sub-watershed X Formation of a Home Owner's Association or Property Owner's Association sm Additional permits/approvals required for the project including: X • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resources Control Board, Clean Water Act(CWA)section 401 Water Quality Certification; • US Army Corps of Engineers, CWA section 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion; • Municipal Conditions of Approval (Appendix A). Section II. Site Characterization in narrative form) Land use designation or zoning X Current and proposed property use X Soils report(Appendix E). (Note: A soils report is required if infiltration BMPs are utilized) Phase 1 Site Assessment or summaries of assessment or remediation(Appendix H) Identification of Receiving waters(including 303(d) listed waters,Designated X beneficial uses, and any RARE beneficial use waters)and their existin impairments • • Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Section III. Pollutants of Concern (in narrative form) Potential and expected pollutants from the proposed project X Presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a X result of past uses Section IV. Hydrologic Conditions of Concern in narrative form Conditions A, B, or C exempt the WQMP from this section X If the project is not exempt, evaluation of impacts to downstream erosion or stream habitat discharge flow rates, velocities, durations, and volumes from a 2-year and 10- X year, 24-hour rainfall event is included Section V. Best Management Practices MAlb Vl. Site Design BMPs ONt r ! f p Table 1. Site Design BMPs is complete X Narrative describing the site design BMPs proposed for the project X Narrative describing the site design BMPs that were not applicable and why they X • cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, X inspection criteria, and the responsible entity or party Site Design BMPs shown on the WQMP Site Plan(Appendix B) V2. Source Control Bill/PsHfl Table 2. Source Control BMPs is complete X Narrative describing the source control BMPs proposed for the project X Narrative describing the source control BMPs that were not applicable and why X they cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, X inspection criteria, and the responsible entity or party Structural source control BMPs shown on the WQMP Site Plan(Appendix B) Copies of Educational Materials (Appendix D) ON V3. Treatment Control Bll'IPS ` :F. Table 3. Treatment Control BMPs is complete X Narrative describing the treatment control BMPs of medium or high effectiveness X proposed for the project • • Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Narrative describing how each individual treatment control BMP proposed for the project will be implemented and maintained, including locations, sizing criteria, X inspection and maintenance frequency, inspection criteria, tong-term 0&M,and the responsible entity or party Treatment Control BMPs shown on the WQMP Site Plan(Appendix B) Copy of the property/project soils report(Appendix E). (Note: This requirement applies only if infiltration-based Treatment Control BMPs are utilized) Calculations for Treatment Control BMPs (Appendix F) V4. Equivalent Treatment Control Alternatives -h' � t�., h�'ji Narrative describing equivalent treatment control alternatives X Calculations for Equivalent Treatment Control Alternatives(Appendix F) X VJ. Regionally-Based Treatment Control BMPs � �..M-d3. � ,NO n`, Narrative describing regionally-based treatment control BMPs X Calculations for Regionally-Based Treatment Control BMPs (Appendix F) X Section VI.Operation and Maintenance(0&M)Responsibility for Treatment Control BMPs BMPs requiring O&M are identified X • Description of O&M activities, the O&M process, and the handling and placement of X any wastes BMP start-up dates Schedule of the frequency of O&M for each BMP X Parties responsible for O&M X Notarized proof of the entities responsible for O&M (Appendix G) Inspection and record-keeping requirements for BMPs including responsible parties. Description of water quality monitoring, if required X Section VII. Funding Notarized proof of the funding source(s) for the 0&M of each Treatment Control BMP Appendix A (Section 1) Complete copy of the final Municipal Conditions of Approval Appendix B (Sections I and V) Vicinity Map identifying the project site and surrounding planning areas X Site Plan depicting the following Project features: "M111111,1.1 Location k - and identification of all structural BMPs, including Treatment Control BMPs. Landscaped areas. • Paved areas and intended uses. • Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Number and type of structures and intended uses. (ie: buildings, tenant spaces, dwelling units, community facilites such as pools, recreations facilities, tot lots, etc.) Infrastructure (ie: streets, storm drains, etc.)that will revert to public agency ownership and operation. Location of existing and proposed public and private storm drainage facilities including catch basins and other inlet/outlet structures. (Existing and proposed drainage facilities should be clearly differentiated.) Receiving Waters locations that the project directly or indirectly discharges into. Discharge points where onsite or tributary offsite flows exit the site. Proposed drainage areas boundaries, including tributary offsite areas, for each X location where flows exit the site. (Each tributary area should be clearly denoted.) Pre-and post-project topography. Appendix C (Section IV) Supporting engineering studies, calculations, reports, etc. Appendix D (Section V) Educational materials proposed in implementing the project-specific WQMP Appendix E (Sections II and V) • Summary of Soils Report information if infiltration BMPs are proposed Appendix F (Section V) Treatment Control BMP sizing calculations and design details Appendix G (Sections I and VI) CC&Rs, Covenant and Agreements,or other mechanisms used to ensure the ongoing operation,maintenance, funding, and transfer of the WQMP requirements Appendix H (Section II) Summary of Environmental Site Assessment, Remediation, and Use Restrictions. (End of Checklist) Project Specific Water Quality Management Plan For: BUTTERFIELD SHOPPING CENTER DEVELOPMENT NO. TM 33545 DESIGN REVIEW NO. PA 04-0621 Prepared for: Mark P. Esbensen, President BRSC, LLC • 41623 Margarita Road Temecula, CA 92591 (951) 491-6300 Prepared by: �� �l J BF F\ . Anthony Bertrand, PE Masson and Associates, Inc. 29995 Technology Drive, Suite 202 LU r, ® Murrieta, CA 92563 * ge 12-3i-o1 J (951) 445-4300 L"T CIO- OF CA��F��` WQMP Preparation/Revision Date: August 29, 2005 May n 2006 December 10, 2007 • Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Mark P. Esbensen Inc. by Masson and Associates, Inc. for the project known as BUTTERFIELD SHOPPING CENTER at SE Corner of Highway 79 South and Butterfield Stage Road. This WQMP is intended to comply with the requirements of The City of Temecula for Development No. TM 33545, which includes the requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under The City of Temecula's NPDES Ordinance (Municipal Code Section 8.28.500 D. • 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 tha WQMP will be transferred to future successors in interest. Owner's Signature Date Mark P. Esbensen President Owner's Printed Name Owner's Title/Position 41623'Marganta Road iecula,,C4.9259t 951-491-000 • May 3, 2206 • CALIFORNIA JURAT WITH AFFIANT STATEMENT State of California 1 County of f"llvers ss. ❑ See Attached Document (Notary to cross out lines 1--6 below) Cl See Statement Below (Lines 1-5 to be completed only by document signer[s], not Notary) 2 8 t 5 5 _ Signature of Document Signer No,1 Signature of Document Signer No.2(it any) Subscribed and sworn to (or affirmed) before me on this a+h day of �'Y1 G\/ ,r �, by Date orch Year • (1)yMcllrk P. es b-ensen P.AMKAR Name of Signer CORmil# 16284" ersonally known to me RKVNM C� - ❑ Proved to me on the basis of satisfactory evidence j6'MVCcnmmVmNov29,Zp to be the person who appeared before me (and (2) Name of Signer ❑ Personally known to me ❑ Proved to me on the basis of satisfactory evidence to b the person who appeared before me.) Signature of Notary Pu Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove _ valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Top of thumb here Top of thumb here Further Description of Any /Attached Document Title or Type of Document: OU)11 e-r- 6e��f-C/CQ-�1 Qn CW GL"I10 = ==_-- x Document Date: Number of Pages: od '.of �-�/� Si ners Other Than Named Above: / / /Cl✓f k eii se Yi ©2NN National Notary Association•9350 De Soto Ave.,PO.Box 2402•Chatswont CA 91313-2402-w NationalNotary.org Item%5910 Bari Call Toll-Free 1-80N-876-6827 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Contents Section Page I PROJECT DESCRIPTION 1 II SITE CHARACTERIZATION 6 III POLLUTANTS OF CONCERN 8 IV HYDROLOGIC CONDITIONS OF CONCERN 9 V BEST MANAGEMENT PRACTICES V.1 Site Design BMPs 11 V.2 Source Control BMPs 18 V.3 Treatment Control BMPs 22 V.4 Equivalent Treatment Control Alternatives 25 V.5 Regionally-Based Treatment Control BMPs 25 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT 26 • CONTROL BMPs VII FUNDING 27 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP AND SITE PLAN C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP • i Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • I. Project Description The City of Temecula's Water Quality Management Plan and Discharge Control Ordinance (Temecula Municipal Code Chapter 8.28, amended), provides for the regulation and reduction of pollutants discharged into the waters of the United States by extending the National Pollutant Discharge Elimination System (NPDES) requirements to storm water and urban runoff discharged into municipal storm drain systems. This project-specific Water Quality Management Plan (WQMP) has been developed to demonstrate and assure compliance with the City and National requirements from the proposed improvements for the Butterfield Shopping Center. Best Management Practices (BMPs) will be implemented to address immediate and perpetual issues of storm water quality. The plan for this project is also intended to ensure the effectiveness of the BMPs through proper maintenance that is based on long-term fiscal planning. This WQMP is subject to revisions as needed by the engineer. The Project proposes roughly 7 acres of commercial shopping center which will include a tire center and retail center, 5 acres of future self storage and approximately 8 acres of open space that will preserved the creek. The site will generate oil, grease, and sediments which will be captured by landscape grass area, filter inlets and thru the perforated corrugated metal pipe. Project Owner: Mark P. Esbensen • President, BRSC, LLC 41623 Margarita Road Temecula, Ca 92591 (951) 491-6300 WQMP Preparer: Anthony Bertrand, PE Masson and Associates, Inc. 29995 Technology Drive, Suite 202 Murrieta, CA 92563 (951) 445-4300 Project Site Address: SE Corner of Hwy 79 South and Butterfield Stage Road Temecula, California 92591 Planning Area/ Community Name: Temecula / Vail Ranch . APN Number(s): 952-200-002, 952-200-011, 012, 013 1 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Thomas Bros. Map: Thomas Bros. Map page 979; grids H-1 and H-2 , 2005 Edition Project Watershed: Santa Margarita River Hydrologic Unit— Region 9, Hydro Unit 02 Sub-watershed: Pauba Hydrologic Subarea — 902.51 Project Site Size: 6.49 acres Standard Industrial Classification (SIC) Code: 5399 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y • Location of Facilities The proposed project is located at the SE corner of Hwy 79 South and Butterfield Stage Road in Temecula, California. The property consists of 5 lots with access from Hwy 79 South and Butterfield Stage Road. The entire 6.49 acre site is currently undeveloped and contains slopes ranging from 0% to 15%. Activities and Location of Activities The arrival and exit of employees, customers, and deliveries will be the major activities on the site once the project is in full operation. These operations will be contained within the "finished" portion of the property. Materials Storage and Delivery Areas Similarly, Appendix B illustrates the means of ingress, egress and circulation to be utilized by maintenance and delivery vehicles during the operation of the completed facility. A major point of consideration in selecting these routes was the goal to eliminate site emissions and to protect the surrounding natural area. Wastes Generated by Project Activities Waste products expected to be generated during the construction and operation phases of • the project are not anticipated to differ from those generally associated with commercial 2 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • facilities, parking lots and automotive repair facilities. Expected waste generated from the site will be oil, grease, pesticides, metals, and sediments. Operation debris (i.e. trash, litter and other debris) will be removed from the site on a periodic basis through the use of dumpsters and trash haulers to approved landfills. Care will be utilized throughout both operations to prevent tracking of debris to surrounding areas as well as to preclude the release of undesirable effluents into the hydrologic area. 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 SWRCB General Construction Permit Yes City of Temecula, Grading Permit Yes City of Temecula, Building Permit Yes • 3 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • At the conclusion of this report appear numerous appendices. The following paragraphs describe the contents of each appendix. Appendix A: 1. Complete copy of the final Conditions of Approval. Appendix B: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co-Permittee base mapping; 2. A Site Plan for the construction phase of the project. The plan depicts the BMPs to be utilized during construction. 3. A Site Plan for the project. The Site Plan included depicts the following project features: • Location and identification of all structural BMPs, including Treatment Control BMPs; • Landscaped areas; • Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.); • Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.); • Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation; • Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated; • Location(s) of Receiving Waters to which the project directly or indirectly discharges; • Location of points where onsite (or tributary offsite) flows exit the property/project site; • Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site; (NOT APPLICABLE) • Pre- and post-project topography. • 4 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Appendix C: 1. Hydraulic Conditions of Concern — Supporting detail Appendix D: 1. Educational Materials Appendix E: 1. Soils Report Appendix F: 1. Treatment Control BMP sizing calculations and design details Appendix G: 1. Copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. • 5 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • H. Site Characterization Land Use Designation or Zoning: Current: Residential Acreage Proposed: Commercial Current Property Use: Undeveloped Proposed Property Use: Commercial Availability of Soils Report: Yes 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 MUN AGR IND • Temecula Creek Nitrogen PROC HU# 902.51, 902.52 Phosphorus GWR 5 Miles TDS REC-2 WARM WILD MUN AGR IND Upper REC-1 Santa Margarita River Phosphorus REC-2 0 Miles HU# 902.22, 902.21 WARM COLD WILD RARE • 6 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • MUN AGR IND Lower PROC Santa Margarita River None REC-1 0 Miles HU# 902.13, 902.12, REC-2 902.11 WARM COLD WILD RARE REC-1 REC-2 EST Santa Margarita River WILD Lagoon Eutrophic RARE 0 Miles HU# 902.11 MAR MIGR SPWN • • 7 Water Quality Management Plan (WQIYIP) BUTTERFIELD SHOPPING CENTER III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project have been identified using Exhibit B of the Riverside County WQMP. Pertinent pages from this reference have been included in Appendix C and serve as sources of brief descriptions of typical pollutants associated with Urban Runoff for given types of development (land use). This project is considered for use of the reference information to be classified as "Commercial/Industrial Development Project". Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure to Urban Runoff are addressed in this project-specific WQMP. Urban Runoff Pollutants: Receiving Water: Temecula Creek (HU# 902.51, 902.52) is impaired for Nitrogen, Phosphorus and TDS. Upper Santa Margarita River (HU# 902.21, 902.22) is impaired for Phosphorus. Santa Margarita River Lagoon (HU# 902.11) is impaired for Eutrophic. Pollutant of Concern Summary Table Listed for Pollutant Type Expected Potential Receiving Waters Sediment/Turbidity Y Nutrients Y Y Organic Compounds Y Y Trash & Debris Y Oxygen Demanding Substances Y Y Bacteria & Viruses Y Oil & Grease Y Pesticides Y Metals Y • 8 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER IV. Hydrologic Conditions of Concern Without the institution and maintenance of BMPs, 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. Additionally, changes could also result in the reduction in the amount of available sediment for transport; and 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. However, runoff from this Project will be treated on-site and then discharged directly to a publicly-owned, operated and maintained MS4. The discharge will be in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements). Hence, the discharge will not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Permittee. In summary, this Project meets the following condition of exemption: CONDITION A; thus, this project-specific WQMP will not address the issue of Hydrologic Conditions of Concern in any more depth. • 2 YEAR 10 YEAR 100 YEAR PRE POST PRE POST PRE POST Q cfs 3.3 5.09 16.0 25.40 16.0 29.50 V fit/sec 0.2 0.32 2.36 3.64 3.63 5.59 Ac-ft. 12.10 12.10 12.10 12.10 12.10 12.10 Tc(mm) 12.58 3.05 61.01 6.68 66.22 8.78 • 9 Water Quality Management Plan (WQiNIP) BUTTERFIELD SHOPPING CENTER • V. Best Management Practices VA SITE DESIGN BMPS General Discussion This project has been designed to minimize the potential for erosion. Slopes will be permanently stabilized with landscaping consisting of both native and non-native plants; with native or drought tolerant vegetation used where practicable. The goal is to achieve plant establishment expeditiously to reduce erosion. The irrigation system for these landscaped areas will be monitored to reduce over irrigation and drainage has been included in the site drainage plan. Pad grading will divert runoff away from buildings toward landscaped areas or curbs. The project design minimizes the use of directly connected impervious areas and includes permeable materials where possible. Rooftops, driveway and other impervious surfaces are designed to drain into adjacent landscaping. Rip-rap energy dissipaters will be placed at outlets of culverts and down drains to minimize erosion. In general, the concepts of site design BMPs have not only been considered in this design but also applied in a practical manner. In accordance with the following table, project proponents have implemented Site Design concepts that achieve each of the following: • 1. Minimize Urban Runoff 2. Minimize Impervious Footprint 3. Conserve Natural Areas 4. Minimize Directly Connected Impervious Areas (DCIAs) • 11 Water Quality Management Plan (WQ)4P) BUTTERFIELD SHOPPING CENTER • Table 1. Site Design BMPs Included Design Technique Specific BMP yes no Concept Site Design Minimize Urban Runoff = Concept 1 _. Maximize the permeable area (See Section 4.5.1 of the X WOMP . Incorporate landscaped buffer areas between X sidewalks and streets. Maximize canopy interception and water conservation X by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. X Where soils conditions are suitable, use perforated X pipe or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to X increase opportunities for infiltration consistent with vector control objectives. • Other comparable and equally effective site design X concepts as approved by the Co-Permittee (Nate: Additional narrative required to describe BMP and how it addresses Site Design concept). • 12 Water Quality Management Plan (WQTNIP) BUTTERFIELD SHOPPING CENTER • Table 1. Site Design BMPs(Cont.) Included Design Technique Specific BMP yes no Concept Site Design Minimize Impervious t Concept 1 Footprint _..._._ .' .. _ Maximize the permeable area (See Section 4.5.1 of the X WQMP . Construct walkways, trails, patios, overflow parking X lots, alleys, driveways, low-traffic streets and other low -traffic areas with open-jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. Construct streets, sidewalks and parking lot aisles to X the minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised. Reduce widths of street where off-street parking is N/A available. Minimize the use of impervious surfaces, such as X • decorative concrete, in the landscape design. Other comparable and equally effective site design X concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Site Design Conserve Natural Areas Concept 1 Conserve natural areas (See WQMP Section 4.5.1). X Maximize canopy interception and water conservation X by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. X Other comparable and equally effective site design X concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). • 13 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Table I. Site Design BMPs (Coat.) Included Design Technique (Specific BMP yes no Conce t Site Design Minimize Directly m Concept 2 Connected Impervious Areas (DCIAs) Residential and commercial sites must be designed to X contain and infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer areas, where feasible. Where landscaping is proposed, drain impervious X sidewalks, walkways, trails, and patios into adjacent landscaping. Increase the use of vegetated drainage swales in lieu X of underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated N/A swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb, N/A periodic swale inlets drain to vegetated swale/biofilter. Dual drainage system: First flush captured in street N/A catch basins and discharged to adjacent vegetated swale or gravel shoulder, high flows connect directly to • MS4s. Design driveways with shared access, flared (single X lane at street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. -T Uncovered temporary or guest parking on private N/A residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, X incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of N/A the Co-Permittee's minimum parking requirements) may be constructed with permeable paving. Other comparable and equally effective design X concepts as approved by the Cc-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). • 14 Water Quality Management Plan (WQNIP) BUTTERFIELD SHOPPING CENTER • The specific BMPs implemented to achieve each Site Design concept and a brief explanation for those Site Design concepts follows. 1. Minimize Urban Runoff 1. Maximize the Permeable Area The site plan included in Appendix B demonstrates that this project includes minimized building footprints, porous landscape materials and the addition of drought tolerant trees and shrubs. All of these techniques are considered methods to increase permeability of the area. It will be the responsibility of the property manager to maintain these areas and assure that no trash, debris or other deleterious materials accumulate and hinder the porosity. 2. Landscaped Buffer Areas Buffers have been provided between the parking areas and perimeter sidewalks with grassed/landscaped areas. Additional buffering is provided through the use of landscaped parking medians. All landscaped areas will be maintained by the property manager in a timely manner to assure the health of the plants. • 3. Maximize Canopy Interception The site is currently covered by Feld grasses and low brush. The development plan includes the addition of drought tolerant trees and large shrubs. As stated above, these plants will be cared for and maintained by the property manager to assure the health and welfare of the site. 4. Natural Drainage Natural drainage systems will not be utilized on this project. The intent is to best protect the hydrologic zone from run-off of potential pollutants. Drainage will ultimately be taken off-site through the Municipal Separate Storm Sewer System (MS4). 5. Perforated Pipe / Gravel Filtration Pits A perforated CMP pipe within a gravel infiltration trench was utilized to allow infiltration of storm water, thereby reducing the amount of runoff. 6. Gravel Filtration and Ponding Areas The size, shape, use and flow plan for the project site do not permit the utilization of onsite ponding areas. • 2. Minimize Impervious Footprint 1. Maximize Permeable Area 15 Water Quality NIanagement Plan (WQNIP) BUTTERFIELD SHOPPING CENTER • Please refer to the discussion in item no. 1 above. 2. Construct Hardscape of Permeable Materials Permeable hardscape materials were not selected for this project. Other methods were chosen to minimize the impervious footprint. 3. Minimize Width of Sidewalks and Parking Aisles Without compromising the safety of customers, pedestrians and shop keepers, the sidewalks and parking areas have been kept as narrow as building codes will permit. The property manager will understand that with such minimized zones it will be imperative that the areas remain free of debris, stored materials or other obstructions. Additionally, the manager will assure that all areas are properly maintained to provide safe and unimpeded access. 4. Reduce Width of Streets No street work is included in this project. • 5. Minimize Use of Impervious Surfaces The landscape design for this project maximizes the usage of permeable surface materials such as wood mulch and ground cover. 3. Conserve Natural Areas 1. Conserve Natural Areas Natural areas surrounding the perimeter of the site will be preserved. Approximately 8 acres of open space will preserve the natural creek area to the south. 2. Maximize Canopy Interception Please refer to the discussion in the previous section "Minimize Urban Runoff'. 3. Natural Drainage Please refer to the discussion in the previous section "Minimize Urban Runoff'. 4. Minimize Directly Connected Impervious Areas 1. Roof Runoff • All roof drainage will be directed to landscaping areas prior to draining to the main storm drain system. Each area drain will be equipped with fossil filter to capture sediment prior to entering the storm system. 16 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • 2. Drain Sidewalks Impervious hardscape materials within this project are designed to drain toward landscaped areas and to the area drains which are equipped with fossil filters to capture sediments before entering the main storm drain system. 3. Vegetated Swales Vegetated swales have not been selected for use on this project. Flow constraints do not allow for their application. 4. Rural Swales No improvements within the roadway system are included in this project. 5. Urban Swales No improvements within the roadway system are included in this project. • 6. Dual Drainage System No improvements within the roadway system are included in this project. 7. Driveways Drainage from the entrances to this site will be directed to the on-site grate inlets with fossil filters and then taken through perforated pipe leading to the MS4. 8. Temporary Parking This is not applicable since this will be a commercial project. 9. Landscaping in Parking Areas See attached Landscape Plan 10. Overflow Parking The parking design for this project does not extend beyond the requirements of the City of Temecula and hence no overflow parking has been included. • The location of each Site Design BMP is shown on the WQMP Site Plan included in Appendix B. 17 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • V.2 SOURCE CONTROL BIVIPS General Discussion Source control BMPs will consist of measures to prevent pollution of site runoff. Landscape design will incorporate native or drought tolerant vegetation where practicable. Trash enclosures will be paved with impervious surfaces, walled and designed not to allow infiltration from adjoining areas. All trash containers will have attached lids to exclude rain. The project will include an irrigation system designed to provide the water requirements for each specific area and employ shut-off devices to prevent over-irrigation during or following rain events. Additionally, flow reducers or shut- off valves triggered by a pressure drop will be employed on all systems to control water loss in the event of a broken sprinkler head or irrigation line. The overall program for the project will include an educational component directed at the contractors during construction and the shop merchants and plaza owner for the operational phase. The owner, contractors and merchants will receive a set of brochures and data sheets explaining the processes and implementations to be utilized to best protect the water quality. Examples of these educational materials appear in Appendix D. Table 2. Source Control BMPs Check One If not applicable • Not state brief BMP Name Included Applicable reason _Non-Structural Source Control BMPs U;�:����tI HI , 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 Parking Lots X Drainage Facility Inspection and Maintenance X Structural Source Control BMPs MS4 Stenciling and Si na e X Landscape and Irrigation System Design X Protect Slopes and Channels X Provide Community Car Wash Racks Not a Part X comm. site Properly Propedy Design: Fueling Areas Not a Par X not proposed Air/Water Supply Area Drainage Not a Part X not proposed Trash Storage Areas X Loading Docks X Maintenance Bays X Vehicle and Equipment Wash Areas Not a Part X not proposed Outdoor Material Storage Areas Not a Part X not proposed • Outdoor Work Areas or Processing Areas Not a Part X not ro osed Provide Wash Water Controls for Food Preparation Areas(Not a Par X not proposed 18 Water Quality Management Plan (WQNIP) BUTTERFIELD SHOPPING CENTER • Table 3 Source Control BMPs Maintenance BMP Name Who How Often Nonstructural Source Control BMPs 4'' { ; Education for Property Owners, Operators,Tenants, Occupants, or Employees Owners Annually Activity Restrictions Owners n/a Irrigation System and Landscape Maintenance Developer Monthly Common Area Litter Control Owners Weekl Street Sweeping Private Streets and Parking Lots Owners Weekly Drainage Facility Inspection and Maintenance Developer Quarter) Structural Source Control BMPs MR M1.0 IN ME MS4 Stenciling and Si na e Developer Annually Semi- Landscape and Irrigation System Design Developer annual) Protect Slopes and Channels Developer Annuall Provide Community Car Wash Racks N/A N/A Proper) Design: VIA,_ IN 1 r Fueling Areas N/A N/A Air/Water Supply Area Drainage N/A N/A • Trash Storage Areas Developer Quarter) Loading Docks Owners Monthly Maintenance Bays Owners Monthly Vehicle and Equipment Wash Areas(Not a Part) N/A N/A Outdoor Material Storage Areas Not a Part N/A N/A Outdoor Work Areas or Processing Areas Not a Part N/A N/A Provide Wash Water Controls for Food Preparation Areas Not a Part N/A N/A Non-Structural Source Control BMPs • Education: As described briefly above, the owner, contractors and shop merchants will receive educational materials and operation instructions regarding not only the necessary procedures for the BMPs but also the importance of these items. Examples of the materials to be provided are included in Appendix D. • Activity Restrictions: Vehicle fueling, maintenance (outside the tire center) and car washing is strictly prohibited on the shopping center. • • Irrigation System and Landscape Maintenance: The project will include an irrigation system designed to provide the water requirements for each specific area and employ shut-off devices to prevent over-irrigation during or following 19 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • rain events. Additionally, flow reducers or shut-off valves triggered by a pressure drop will be employed on all systems to control water loss in the event of a broken sprinkler head or irrigation line. The owner will be trained in the operation and maintenance of the irrigation system as well as the care and feeding of trees, plants, and shrubs. • Common Area Litter Control: Plaza and walkway areas within the Butterfield Shopping Center will be equipped with trash receptacles, with weekly emptying of the receptacles and weekly maintenance of the hard and landscaped areas. • Street Sweeping: Part of the maintenance program for the common and parking areas of the plaza will be sweeping and general clean-up. The owner will be responsible for weekly sweeping of the parking lot and pavement. • Drainage Facility Inspection and Maintenance: During the site training to the owner the inspection and maintenance of the drainage system will be explained. This training will include the recommended inspection frequencies and • materials to be used for maintenance in accordance with Table 3. Structural Source Control BMPs • MS4 Stenciling and Signage: Connection points from the site system to the existing MS4 will be labeled in accordance with the requirements of the City of Temecula. • Landscape and Irrigation System: Design of these important systems is being performed by licensed professionals. A state of the art system providing plantings of natural and indigenous species as well as an efficient irrigation and drainage system is the goal. Once complete, the owner will receive full instruction in the operation and maintenance of the systems. • Protect Slopes and Channels: Where slopes and channels may be created, they will be protected throughout the construction and operation phases. Construction protection will include BMPs such as silt fencing and hydro-seeding. The use of porous and vegetative materials will be maximized in • the design and construction of these structures. The importance of keeping these items well maintained and groomed will be explained to the owner. 20 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER . Community Car Wash: The purpose of this project is to develop a shopping plaza. It is not expected that cars will be washed or maintenance performed within the project area. Hence, no community car was racks are planned. Additionally, it will be recommended to the owner that car washing be added to the list of restricted activities. • Trash Storage, Loading Docks and Maintenance Bays: These areas are designed to contain any pollutants that may be produced within them and to provide controlled drainage of storm water. An oil-water separator (connecting to the sewer system) will be installed to treat pollutants from the maintenance bays of the tire center. Operation and maintenance of these areas will be explained to the owner and cleanliness will be stressed. • Other Areas: The other areas included in Table 2 such as Fueling Areas and Outdoor Processing Areas are not discussed separately herein as none are planned for this project. Any of these items that include activities such as vehicle maintenance will be recommended to the owner to be restricted. • • 21 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • V. TREATMENT CONTROL BMPS General Discussion All runoff in paved areas will flow through filtered inlets then through perforated pipe prior to entering the MS4. All roof drainage will be directed to landscaping areas prior to draining onto paved surfaces and flowing through the filtered inlets and perforated pipe. Eight (8) filtered inlets will be placed in several areas (refer to Appendix 'W throughout the site and will connect to 304 feet of underground perforated pipe. • • 22 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Table 3: Treatment Control BMP Selection Matrix Treatment Control BMP Categories(9) Veg. Swale Detention Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins(2) & Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Strips Trenches/Porous Wetlands Filtration Inlets Systems(4) Devices Pavement(3)(10) Sediment/Turbidity H/M M H/M H/M H/M L H/M U L for turbidity) Yes/No? No Nutrients(Phosporous) L M 1H/M .;,v: OREM Mxi H/M L/M L ,� L U Yes/No? Yes X X Organic Compounds U U ;U!{,fit" +�`�a� U H/MLs�, � r' L U Yes/No? Yes X X Trash& Debris L M U U H/M M H/M U Yes/No? No Oxygen Demanding Substances L M EH/M_ y�'''s ia� to _ H/M H/M EL ,ti ` ��i L U Yes/No? Yes X X Bacteria &Viruses U U H/M U H/M L L U Yes/No? No Oils &Grease H/M M U U H/M M L/M U Yes/No? No Pesticides (non-soil bound) U U U U U L L U Yes/No? No Metals H/M M H H H L L U Yes/No? No 23 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bicretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment (www.cabmphandbooks.com), The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. • Supporting engineering calculations for QBMP and/or VBMP, and Treatment Control BMP design details are included in Appendix F. Treatment Control BMP's • Corrugated Metal Pipe (Perforated) All drainage from the site is directed to a 304 foot length of perforated corrugated metal pipe surrounded by uniformly graded stone. For protection against soil filtration, the entire system is enclosed by a high quality, soil compatible geotextile to provide long-term filtration. This system shares many of the basic requirements that regulate storm, sewer discharge, except that much of the accumulated runoff water is allowed to percolate into subsoil. • Water Quality Inlets: All drainage from curbs and pavement surface Flow will enter the on-site drainage system at catch basins located throughout the site. Each catch basin will contain a Fossil Filter and Inlet Baskets. Storm water passes through the basket while trash and debris are retained. Filter media will be inserted in the baskets to absorb oil & grease. The product recommended for this project is a Fossil Filter "drop-in" Inlet Basket, distributed by Kri Star Enterprises, Inc. Model numbers FF-1818 and FF-2424. The filters are designed to capture trash and foliage, sand and sediment. They also absorb oil, grease and other • hydrocarbons. 24 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not applicable. V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS Not applicable. Ic • Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER VI . Operation and Maintenance Responsibility for Treatment Control BMPs Water Quality Inlets Water quality inlets with catch basin inserts should be serviced as needed to remove sediment and debris. The sediment and debris can be quickly vacuumed out of the module with conventional maintenance equipment. Under normal operating conditions, the filter will be cleaned quarterly and the filter insert will be replaced annually, prior to the rainy season. The developer will be responsible for this maintenance. Corrugated Metal Pipe / Infiltration Trench The infiltration trench will require little ongoing maintenance. The surface should be inspected for standing water or pavement damage during or just after major rain events. • • 26 Water Quality Management Plan (WQN P) BUTTERFIELD SHOPPING CENTER VII. Funding Fiscal Resources: The owner is responsible for all maintenance and repair of site BMP's. Owner: BRSC, LLC Contact: Mark P. Esbensen Address: 41623 Margarita Road, Suite 100 Temecula, Ca 92591 Phone: 951 491-6300 Fax: 951 491-6330 Source &Treatment Capital Cost Routine Operation O & M O & M Structural BMP's Maintenance Frequency By Who Roof Drainage $500 $100/Quarterly Annually Owners Filtered Inlets $700 $250/Quarterly . Quarterly Owners Parking & Driveway $400 $50/Weekly Weekly Owners Trash Enclosure $300 $75/Weekly Weekly Owners $50/Weekly Landscape &Irri ation $200 weekly Owners Drain Inlets $150 $75/Weekly weekly Owners • 27 Water Quality Management Plan(WQMP) BUTTERFIELD SHOPPING CENTER • Appendix A Conditions of Approval Planning Commission Resolution Dated • d A-1 • EXHIBIT A CITY OF TEMECULA FINAL CONDITIONS OF APPROVAL Planning Application No.: PA04-0621 Project Description: A Development Plan to construct a new 56,686 square foot shopping center at the southeast corner of Highway 79 South and Butterfield Stage Road. The 20.33 acre property will be built in two phases and will include an open space preserve. Assessor's Parcel No. 952.200.002,011,012, and 013 MSHCP Category: Retail/Service DIF Category: RetaillService TUMF Category: Retail/Servica Approval Date: July 20, 2005 Expiration Date: July 20, 2007 • WITHIN FORTY-EIGHT (48) HOURS OF THE APPROVAL OF THIS PROJECT Planning Department 1. The applicant/developer shall deliver to the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of One Thousand Three Hundred Twenty-Eight Dollars($1,328.00)which includes the One Thousand Two Hundred and Fifty Dollar($1,250.00) fee, required by Fish and Game Code Section 711.4(d)(3) plus the Sixty Four Dollars($64.00) County administrative fee, to enable the City to file the Notice of Determination for the Negative Declaration required under Public Resources Code Section 21108(a) and California Code of Regulations Section 15075. If within said forty- eight(48)hour period the applicant/developer has not delivered to he Planning Department the check as required above, the approval forthe project granted shall be void by reason of failure of condition[Fish and Game Code Section 711.4(c)]. • L:\0515CC61PROD`•.ConsuttantsVrom\P]—ANNING�Fin2l CCA's.doc 1 GENERAL REQUIREMENTS • I I L:\0616C06\PR00\Gorsuhants\From\PLANNING1Firal COA's.doc I 2 i • 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 he 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 it 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. Trash enclosures shall be provided to house all trash receptacles utilized on the site. 7. All downspouts shall be internalized. 8. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. 9. The conditions 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 io 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 Color Root Tile Tile concrete Shake, color: Autumn Wood Stone Veneer Eldorado Store, color: Castaway Exterior Cement Plaster Sherwin Williams: Ivoire, SW 6127; Blond, SW 6122;Restrained Gold, SW 6129; Camelback, SW ! 6122; Roycroft Suede, SW 2842, Roycroff Copper I�I L:105ZO06\PRCC\ConsWt2nis',FromtPLANNING\FI6al CCks.doc I i • Red, SW 2839; Roycrofi Bronze Green, SSW 2346; Cobble Brown, SW 6082 Weatherboard Shingles Sherwin Williams: Mannered Gold, SW 6130; Renwick Olive, SW 2815 Accent Tile Daltile and Sonterra Collection, colors: emerald, navy blue, and terra cotta 10. 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. 11. The applicant shall submit to the Planning Department for permanent filing two (2) 8"X 10" glossy photographic color prints of the approved Color and Materials Board and the colored architectural elevations. All labels on the Color and Materials Board and Elevations shall be readable on the photographic prints. 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. Public Works 13, A Grading Permit for either rough and/or 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. 14. 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. 15. All improvement plans and 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 myiars. 16. The vehicular movement for the driveway on Highway 79 South shall be restricted to a right in/right out. 17. The vehicular movement for the northerly driveway on Butterfield Stage Road shall be restricted to a right in/right out. Fire Department 18. 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 • li L:\05.5006W ROD\Cons ultaots\From\PLAPINI NG`Final COA's..dcc 4 • 19. The Fire Prevention Bureau is required to set a minimum fire flow for 'the remodel or construction or ail commercial buildinc_s per CFC Appendix IIIA, Table A-I11-A-1 The developer shall provide for this project, a water system capable of delivering 1500 GPM at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 850 GPM for a total fire flow of 2350 GPM with 2 hour duration. The required fire flow may be adjusted during the approval process to reflect chances 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) 20. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix 11I-B,Table A-ill-B-1.A minimum of 1 hydrants, in a combination of on-site and off- site (6"x 4" x 2-2 112" cutlets) on a looped system shall be located on fire access roads and adjacent to public streets. Hydrants shall be spaced at 500 feet apart, at each intersection and shall be located no more than 250 feet from any point on the street or Fire Department access road(s)frontage to an hydrant. The,squired fire flow shall be available from any adjacent hydrant(s) in the system. The upgrade of existing fre hydrants may be required. (CFC 903.2, 903.4.2, and Appendix III-B). 21. As required by the California Fire Code, when any portion of the facility is in excess of 1So 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) 22. 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) • Community Services 23. The City of Temecula's Multi-Use Trails and Bikeways Master Plan identifies an eieht foot wide (M-1) Class I trail along Butterfield Stage Road (Trail Section 9B) as well as along the south side of Temecula Creek (Trail Section 3B) with a connection to a Riverside County trail. 24. The trash enclosures shall be large enough to accommodate a recycling bin, as well as, regular solid waste containers. 25. 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. 2e. The developer shall contact the Maintenance Superintendent for a pre-design meeting to obtain TCSD design specifications for the landscaped median: 27. Construction of the future Iancccaped median on Butterfield Stage Road shall commence pursuant to a pre-construction meeting with the developer and TCSD Maintenance Superintendent. Failure to comply with the TCSD review and inspection process may preclude acceptance of these areas into the TCSD maintenance programs. 28. The developer, the developer's successor or assignee, shall be responsible for the maintenance of the landscaped median until such time as those responsibilities are accepted by the TCSD or other responsible parry. L:',05U0061PROO\ConsultantsT-romkPLANNINGTinal COA's.doc • 29. The Applicant shall comply with the Public Ar Ordinance. 3C. All par'Kw2ys, landscaping, fencing, multi-use'trail and on site lighting shall be maintained by the prpperty owner or maintenance association. • i • L:\0515006\PROD\Consultants,From\PLANNING\Final COA's.doc E i PRIOR TO ISSUANCE OF GRADING PERMITS • 1 • L t05'ti0C6NROD\Consultants'vror\PUNNING\Firal COA's.doc 7 • Planning Department 31. Provide the Planning Deparment with a copy of the underground water plans and electrical plans for verification of proper placement of transformers) and double detactor check prior to final agreement with the utility companies. 32. The applicant shall submit a photometric plan, including the packing 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. 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. 34. The following shall be included in the Notes Section of the Grading Plan: "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 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 notiry 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." 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 approvai prior to the issuance of any permit. 38, A permit from Riverside County Flood Control and Water Conservation District is required for work within their right-cf-way. 37. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed and approved by the Department of Pubiic 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 Scil 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. LS105\A06W RODiConsultantsV°rom1FLANNING!Final COA's.doc 8 i • 40. A Geological Report shall be prepared by a quaiified engineer or geologist and submi<ted to the Department of Public Works with the initial grading plan check. The report shall address special study zones and the geological conditions of the site, and shall provide recommendations to mitigate the Impact of liquefaction. 41. 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 upst,eam of this site. The study shall identify all existing or proposed public or private drainage facilites 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. 42. 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. a. A Water Quality Management Plan (WQMP) shall be submitted to the City of Temecula. The WQMP shall include site design Best Management Practices (BMP'S), source controls and treatment mechanisms. (Added at the 7120105 P.C. Hearing) 43. 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 44, 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 45. Permanent landscape and irrigation plans shall be submitted to the Planning Department ` and the Department of Public Works for review and approval I 48, The Developer shall obtain any necessary letters of approval or slope easements for on-site work performed on adjacent properties as directed by the Department of Public Works. I • 3 L\05\5CC6\PROC\Consultants;°rom)PLANNINGTinal COA's,doc 9 • 47 The site is in an area identified on the Ficod Insurance Rate Map as Flood Zone A. This project shag comply with Chapter 15. Section 15.12 of the City Municipal Code which may include obtaining a Letter of Map Revision from FEMA.. A Ficod Plain Development Permit shall be submitted to the Department of Fublic Works for review and approval. • L:\05\5006\PROD\ConsUlt2nts\From\PLINNINGTinal C0.4's.dcc 10 PRIOR TO ISSUANCE OF BUILDING PERMIT L:\C6150061PROD\ConsultanislfromlFLANNWG\Final COA's.d-" j 71 i • Planning Department 48. A comprehensive sign program application shall be fled with the Planning Department before the issuance cf a sign permit_ 49, 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 sling fee (per the City of Temecula Fee Schedule at time of submittal). b. Provide a minimum rive 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. Detail of outdoor employee eating area This area shall include a trellis with appropriate vines to shade the outdoor employee break area, decorative furniture and hardscape to match the style of the building subject to the approval of the Planning Director. e. One (1) copy of the approved grading plan. f. Water usage calculations per Chapter 17.32 of the Development Cade (Water Efficient Ordinance). • g. Total cost estimate of plantings and irrigation (in accordance with approved plan). h. 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. J. The landscape plan shall be amended with the following conditions: j. Landscaping shall be installed in the parkway along Buttterfield Stage Road as approved by the Director of Planning. 50. Future Pad G shall be temporarily landscaped to include plantings and irrigation as approved by the Director of Planning. 51. Submit detail elevations of Pad G to the satisfaction of the Planning Director, 52. A minimum of one broad canopy type tree shall be provided per 4 parking spaces. The trees shall be in close proximity to the parking spaces they are to shade. Additional planting area shall be provided as required to allow for these trees. 53 Plants in containers along with site amenities shall be provided for areas adjacent to store fronts along walkways as approved by the Director pf Planning. • I L:\05U006W P,Op\Consultants\rrom\PLANNING1Final COA's.Jac ' 12 • 54. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a T clearzone around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduca intrusion. Screening of utilities is not to look like an after- thought. Plan planing beds and design around utilities. Locate all light poles on plans and insure that there are no conflicts with trees. 55. Building plans shall indicate that all roof hatches shall be painted 'International Orange". 56. The construction plans shall indicate the application of painted rooftop addressing plotted on a 9-inch grid pattern with 45-inch tall numerals spaced 9-inches apart. The numerals shall be painted with a standard 9-inch paint roller using fluorescent yellow paint applied over a contrasting background. The address shall be oriented to the street and placed as closely as possible to the edge of the building closest to the street. 57. Provide a detail of the proposed water feature located in the common area located between Shops 'E" and "F" to the satisfaction of the Planning Director. 58. Tract Map 33545 shall be recorded prior to issuance of the first building permit. Public Works 59, Prior to the first buildino permit, Tract Map No. 33545 shall be recorded. 60 Improvement plans and/or 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. Fiowiine grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over A.C. paving- b. Driveways shall conform to the applicable City of Temecula Standard No. 207A. C. Street lights shall be installed along the public streets adjoining the site in accordance with City Standard No. 800, 801, 802 and 803. d. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Nos. 4CC. 401 and 402. e. All street and driveway centerline intersections shall be at 90 degrees. f. Public Street improvement plans shall include plan and profile showing existing topography, utilities, proposed centerline, top of curb and flowline grades. g. Landscaping shall be limited in the corner cut-off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. 611, - The Developer shall construct the following public improvements to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Director of the Department of Public Works: a. Improve Highway 79 South from Butterfield Stage Road to the easterly property boundary (Urban Arterial Highway Standards - 134' R/W) to include installation of sidewalk, street lights, drainage facilities, signing and striping, utilities (including but not limited to water and sewer), and a raised landscaped median. L:10$150061PROC\CcnsulisnisU=rom�PLANNING1Fical COA's.dcc i ?3 • b. Improve Butterfield Stage Road from Highway 79 South to the southerly property boundary (Major Highway Standards - 100' PPN) to include installation of paving, curb and cutter, sidewalk, street lighis, drainage facilities, signing and striping, utilities (inLding but not limited to water and sewer), and a raised landscaped median. C. The signal at the intersection of Highway 79 South and S.ittem eld Stag,- R -d Wolf Store Road shall be modified to accommodate full movement. (Amended at the 7/20105 P.C. Hearing) 62. 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: pavement, curb and gutter, medians, sidewalks, drive approaches, street lights, signing, striping, traffic signal systems, and other traffic control devices as appropriate b. Storm drain facilities. C. Sewer and domestic water systems. d. Under grounding of proposed utility distribution lines. 63. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic Engineer and reviewed by the Director of the Department of Public Works for any street closure and detour or other disruption to tramc circulation as required by the Department of Public Works. • 64. All access rights, easements for sidewalks for public uses shall be submitted and reviewed by the Director of the Department of Public Works and City Attorney and approved by City Council for dedication to the City where sidewalks meander through private property. 65, 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 Engines,- shall issue a Final Soil Report addressing compaction and site conditions. 66. 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. 67, The Developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee JUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and ail Resolutions implementing Chapter 15.08. Building and Safety 68, All design components shall comply with applicable provisions of the 2001 edition of the California Building, Plumbing and Mechanical Codes; 2001 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. 69 The City of Temecula has adopted an ordinance to collect fees for a Riverside County area • wide Transportation Uniform Mitigation Fee (TUNIF), Upon the adoption of this ordinance on i L`05150051PRCD1Consultants\From1PLANNING\Final COF.'s.dcc 14 ti i • March 31. 2003, this project will be subiecf tc payment of these fees at the time of building permit issuance. The fees shall be subject to the provisions of Ordinance 03-C1 and the fee schedule in effect at the time of building permit issuance. 70. Submit at time of plan review, a complete exterior site lighting plans showing compliance with Ordinance No. 655 forthe regulation of light pollution.All street-lights and other outcoor lichtinc shall be shown on electrical plans submitted to the Department of Buildinc and Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon adjoining property or public rights-of-way. 71. 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. 72. Obtain all building plans and permit approvals prior to commencement of any construction work. 73. Obtain street addressing for all proposed buildings prior to submittal for plan review. 74 All building and facilities must comply with applicable disabled access regulations. Provide all details on plans. (California Disabled Access Regulations effective April 15 1998) 75. Provide disabled access from the public way to the main entrance of the building. 76, Provide van accessible parking located as close as possible to the main entry. • 77. Provide house electrical meter provisions for power for the operation of exterior lighting,fire alarm systems. 78. Restroem fixtures, number and type, to be in accordance with the provisions of the 2001 edition of the California Building Code Appendix 29. 79. Provide appropriate stamp of a registered professional with original signature on plans prior to permit issuance. 80. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan for plan review, 81. Truss calculations that are stamped by the engineer of record and the truss manufacturer engineer are required for plan review submittal. 82. Provide precise grading plan at plan check submittal to check accessibility for persons with disabilities. 83. A pre-construction meeting is required with the building inspector prior to the start of the building construction, 84. Trash enclosures, patio covers, light standards, and any block walls if not on the approved building plans, will require separate approvals and permits, 85. Show all building setbacks. L.105\5006UFR00\ConsultantslFrom\PLANDIING1Final COA's.doc 15 • 86, Signace shall be pasted conspicuously at the entrance to the project that indicates the hours of construction, shown below, as allowed by the City of Temecula Ordinance No. 94-21, specifically Section G(1) of Riverside County Ordinance No. 457 73, for any site within one- quarter mile cf an occupied residence. Monday-Friday e:30 a.m. —6:30 P.M. Saturday 7:00 a.m. —6:30 p.m. No work is permitted on Sundays or Government Holidays Fire Department 87, 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 Ibs. GN/W. (CFC 8704.2 and 902.2.2.2) 88 Prier to building rinal, 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 shalt be an all weather surface designed for 80,000 Ibs. GWV with a minimum AC thickness of.25 feet. CFC sec 902) 89. 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) • 90, Prior to building construction, this development shall have two (2) points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau. (CFC 902.2.1) 91. 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 hydranttype, location, spacing and minimum firef1cwstandards. 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 syste,,�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 3704.3, 901,2.2.2 and National Fire Protection Association 24 1-4.1) 92. The developer shall provide a public access easement for the trail. All costs associated with this easement will be borne by the developer. 93. The developer shall provide TCSD verification of arrangements made with the City's franchise solid waste hauler for disposal of construction debris. 94. If additional streetlights are to be installed as a result of this project then, priorto issuance of building permits or installation of streetlights, whichever occurs first, the developer shall complete the TCSD Streetlight Application, submit an approved SCE streetlight plan with the signed SCE Streetlight Authorization form and pay the advanced energy fees. i • !'OS15GG6�PROD1Ccnsultants�From.°��;NNIPIG�Finai COA's.doc �o • 95. Landscape construction drawings forth--landscaped median on Butterfleid Stace Road and the multi-use 'trail shelf be reviewed and approved by the Director or Community Services. 96. The developer shall post security and enter into an agreement to install the landscaped median and multi-use trails. I L505?5006PROD\ConsWiants`From\PLANNING\Final COA's doc 17 i PRIOR TO RELEASE OF POWER, BUILDING OCCUPANCY OR ANY USE ALLOWED BY THIS PERMIT • I I i i L?OS500o\PROD`,Consultants`FrorrdPLANNiNGl=inal COa's.doc f8 • Planning Department 97, Prior to the reiease of power, occupancy, or any use allowed by-this permit, the applicant shall be required to screen ail loading areas and roof mounted mechancal equipment from view of the adjacent residences and public rcnt-ef-ways. If upon final inspection it is determined that any mechanical equipment roof equipment or backs of building parapet walls are visible from any portion of the public right-of-way adjacent to the project site, the developer shall provide screening by constructing a sloping the covered mansard roof element or other screening if reviewed and approved by the Director of Planning. 98, All required landscape planting and jrrigatien shall have been installed consistent with the approved construction plans and shall be in a condition acceptable to the Director of Planning. The plants shall be healthy and free of weeds, disease, or pests. The irrigation system shall be properly constructed and in good working order. 99. Performance securities, in amounts to be determined by the Director of Planning, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final certificate of occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Director of Planning, the bond shall be released upon request by the applicant. 100. Each parking space reserved for the handicapped shall be identified by a permanently affixed reflectorized sign constructed of porcelain on steel, beaded text or equal,displaying the International Symbol of Accessibility. The sign shall not be smaller than 70 square • inches in area and shall be centered at the interior end of the parking space at a minimum height of 80 inches from the bottom of the sign to the parking space finished grade, or centered at a minimum height of 36 inches from the parking space finished grade, ground, or sidewalk. A sign shall also be posted in a conspicuous place, at each entrance to the off- street parking facility, not less than 17 inches by 22 inches, clearly and conspicuously stating the following: 101. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed by telephoning 951 696-3000." 102. In addition to the above requirements, the surface of each parking place shall have a surface identification sign duplicating the Symbol of Accessibility in blue paint of at least 3 square feet in size. 103. All site improvements including but not limited to parking areas and striping shall be installed prior to occupancy or any use allowed by this permit. 104. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. Public Works 105. As deemed necessary by the Department of Public Works, the Developer shall receive written clearance from the following agencies: I • a. Rancho California Water District I i L:105�5006U'RODIConsuttsnls\Frcm`,P ANNING1Final CCA's.ccc 1S - 1 b. Eastem Muri&pal Water District C. Department of Public Works 106. All public improvements, including tragic signals; shall be constructed and completed perthe approved plans and City standards to the satisfaction of the Director of the Department of Public Works, 107. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to ,he satisfaction of the Director of the Department of Public Works. Fire Department 108. Prior to issuance of a Certificate of Occupancy or building final, 'Blue Reflective Markers" shall be installed to identity fire hydrant locations. (CFC 901 4.3) 109. 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 bath 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) • 110. Prior to issuanca 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) 111. Prior to issuance of Certmcate of Occupancy or building final, based on a requirement for monitoring the sprinkler system, occupancy or use, the deveioper 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) 112. 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) 113. 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. 114. 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-piied combustible stock shall comply with the provisions California Fire Code Article 81 and all applicable • National Fire Protection Association standards. (CFC Article 81) I I L:10515006�PROD1Ccnsultants\Frcm\PLANNING'FInal COA's_doc 20 i • 1 15, Prior to issuance of a Cerincate of Occupancy or building final z simple plat plan and e simple floor plan, each as an elecirenic rile of the .DWG format must be submitted to the Fire Prevention Bureau. Alternative rile formats may be acceptable, contact fire prevention fore approval. 116. The applicant shall comply with the requirements of the Fire Code permit process and update any changes in the items and quantities approved as par of their Fire Code cerrrit. These changes shall be submitted to the Fire Prevention Bureau for revieuv and approval per the Fire Code and is subject to inspection. (CFC 105) ty nt 117 ofEnvironmental Health and rCity'Fire ew aDepartment an update to the Haznd approval by the Riverside n douspM ate oft Technical Report on `le at the city; should any Inventory Statement and Fire Departmen cuantities used or stored onsite increase or should changes to operationntrod ce any additional hazardous material not listed in existing reports. (CFC App Community Services 118. The landscaped median on Butterfield stage Road shall be completed, including the maintenance period and accepted by TCSD. a, The construction of the multi-use trails shall be completed. • • L:\05\50o6\FRoo\Consultants\Prom\P'-4NNINGUInaI COAsACC OUTSIDE AGENCIES I • L\CS,6C061PROD\Consults nts\From�L4NNING1Final COA's doc � 22 119. The applicant shall comply with the letter (attached) sent by the County of Riverside• Department of Environmental Health dated January 4, 2005. 120. The applicant shall comply with the letter (attached) sent by Rancho Water District dated December 29, 2004. 121. The applicant shall comply with the letter (attached) sent by the Riverside County Flood Control and Water Conservation District dated May 17, 2005. By placing my signature below, I confirm that I have read, understand and accept all the above Conditions of Approval. I further understand that the property shall be maintained in conformance with these conditions of approval and that any changes I may wish to make to the project shall be subject to Communit Development Department approval. Applicnannt 's Signature Date ( Applicant's Printed Name L:\05\5006\PROD\Consultants\From\PLANNING\Final COA's.dcc 23 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Appendix B Vicinity Map and Site Plan i B-1 Water Quality Management Plan (WQMP) BUTTERFTELD SHOPPLNG CEi ITF,R • <Y� �C.gpA} VOPO N� 9A PAUBA f y AO O O AOi9 OB ape ,s SITE Ap J s`n¢ 79 gCy s} 9 9'P'Ak} 8� 0.EUMAw fP • VICINITY MAP I i B_2 t `r lyrd NAVE a - o �, � � rX i,.y�✓ m .'.� w i ''±w r� f" �•r r r e s, Nxe N T a � .� " - ' 1 e : < a H M k Ww uopxewu . 11 Y � � •O ao ssx Owx xvowmoc SAN a moxrt , '.. T xAt 'A 900 10 eo,,oSIR INITIAL MEN NSA Sale•,.SENT In ': o `At anm : " . s .+ { r. vFi _ �e,. s *+".st G-.'. x' .v "'+r, t _ ~ I Air1 ,� 'i , } a -' �.yc V au® x u m E ry r den, i . At I All NSA .:zz comae xsa r i IR • ry u 1,, ti ..r. I INIT by.Is, EST IN NBU�l CIA VIA ON. NSA AM x.. .. �' I W7w*.cc f .... A,. ia.. .- .1k Z .Ir - iw '+ � N` d"• Sw...w.,rx.wo.ococKd.d ;. Tix ! 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' Pr f at < �� . a ISM L 4 �1 All Scare of Cdlnf GrmG ¢ ,,. ur- tom, 1 1.e NL Z M 906,00 PANANNAUTOF HYDROLOGIC IN REGIONAL WATER QUALITY CONTROL BOARDS p a � ` all� �• 906 too ALVIN VIA San Diego Region ( 9 LS, ` g " ' � A At A' n / �.A / i J9013 417yn SAN DIEGO HYDROLOGIC BASIN PLANNING AREA ( SD) t AIR _ r � ` i 7 13 TO TV.NSAsGdltl � 250 000 - - -- aI.� .'�' y }r' I Air �„ t�' '- e,,..a.. + � ti , r ti .. y Y; ' ' CG:. . ., ,yen, ' `,+,. 1 , .N (V..R.mnn. .. �, _ . .: : ,. WOMP - BUTTERFIELD RANCH SELF STORAGE TEMECULA, CALIFORNIA SON%9LL FILTER FABRIC -- -- — - ofC CRUSHED ROCK BAC%FlLL 3/4" CRUSHED ROCK- .-EXISTNG GROUND HIGHWAY 79 6' D o -FINISH GRADE 48' CMP (12 ) •� LANDSCAPE AREA R PERFORATED CAP 24 a PIP GEOI ,. ( el Ilolvc PERFORATED CMP CORRUGATED METAL PIP 1 F `MLL- PROJECT LANDSCAPE 'I I a INCORPORATE NAnE OR -- NON ox DROUGHT TOLERANT ANT ., I TRENCH DETAIL FOR vEGEranan WHERE PRACTICABLE Bull nInIG {I I E RISER—PROTECTION - - NOT TO SCALE NOT TO SCALE � I ATTACH TO CATCH BASIN WALL OR DEBRIS TRAP WALL MOUNT BRACKET ASSEMBLY INHIAL (FlLIEPoNC) BYPASSIN GAS ET I . . ,. FOSSL .ANDSCAPF A-Fc 1 FILTER ROGUE Q FlLTFR W I I LANDSCAPE AREA TOP MEW SUPPORT BASKET FRGIT MEW LINER a 1. FLOGARD +PLUS CURB MOUNT) HIGH CAPACITY CATCH BASIN ARE INSERTS o MOST FIT BUILDING "C" I 'CATCH BASIN WALL TO SIZES IN AVAILABLE STYLES AND SIZES BASIN CATCH STANDARD - INDUSTRY ( DEM ). a ,4 I DEBRISSTAINLESSM STEEL CHART SPECIFIER SEE +PLUS (WALLCOMBI MOUNT) INSERT FORCATCH p BASINS. G LC F 1ME TO OEMCES i0 ROSE ED TO WILL 8E DEBRIS TRAP ITT NON-STANDARD OR COMBINAnON STYLE CATCH BASINS. I OSSIL DIRECTED TO LANDSCAPE T 2. FILTER INSERT $HALL MAYE BOTH AN 'INNIAC FILTERING BYPASS 1 I u F T k n AREA$ Pfl10R _A BEING BU LO NG S ' 1 PICKED UP IN STORM AND LLnMATE' HIGH-FLOW BYPASS FEATURE, ( Fg55L GRAIN SYSTEM (TYR )— - iT FILTER NNER 3. FILTER ASSEMBLY SHALL BE CONSTRUCTED FROM STAINLESS 1 m " All UR OPnNql BUILDING ( O ) STEEL (TYPE 304). Lj " F3 `v ' - I 4. ALLOW A MINIMUM OF 2' OF CLEARANCE BELOW THE INLET F- I t I I FLOW_ FR INE, OF ALLOW A MINIMUM OF 1C CLEARANCE OM P • ` . ' SUPPORT BASKET BOTTOM OF INLET PIPE TO TOP OF OUTLET PIPE FOR IN-NNE ARFA SIDE VIEW INSTALLATIONS. CD1 IAVDSCAPF AREA NLSCAPF _ MODEL N0. FOP-8.0 Cl 5. FILTER MEDIUM STALL FOSSE ROCK INSTALLED AND MAINTAINED RECOMMENDATCNS. IN ACCORDANCE M1lH MANUFACTURER CATCH BASIN FILTER INSERT F CMP / (CURB MOUNT) CURB INLET ( �� PERFORATED 1 J /' NOT ro scgLE 1 1 IRLMR BODY . -� / STAINLESS TANLESUPPORT SPESE ATTACHMENT SNAPS LEGEND SILT AND DEBRIS - LANDSCAPE AREA REPLACEABLE CONTAIFIMENPAREAS ADSORBENT-FULLED POUCHES F I L HIGH FLOW CONCRETE AREA BYPASS \ CURB INLET - " • A FILTER INSERT ° N FF F RAT, _ _ _ - ASPHALT AREA OR CASKET - CIXtN_ER SUPPORT - - - -— \ REPLACEABLE (TWO SIDES) -- MAGNETS 1 ADSORBENT-FlL1E0 DURABLE WOMEN ( V ------ BASIN AREA POUCHES M H L BODY - - - -BOUNDARY LURE TOP VIEW SECTION VIEW ISOMETRIC I NI NCPS N.T.S N ( 40 2 APPLICATION CHART* 1, PLO-GA_AMEN TER BOUT IS PREFABRICATED MOM POLYPROPYLENE WOVEN MON )FlLAMENT CEOIE%TLE. ( ® NO, INLET I.D. GRAZE O.D. COMMENTS 2. ALL METAL COMPONENTS SHALL BE STAINLESS STEEL (TYPE 304). I FF-1818 16' X 18' 2D' x 2V GRATED INLET 3. REFER TO APPOCA90N CHART FOR CATCH BASIN AND FILLER SIZING. FF-2424 24­ x 24' 26' x 26' GRATED INLET 4. FILTER MEDIUM SHALL BE FOSSIL ROUCINSTALLED AND MAINTAINED IN ACCORDANCE 'MTH MANUFACNRER RECOMENDATIONS. - - - RO-GARDE FILTER INSEft15 ARE OESIGNm TO FlT CATCH BASINS Po1H 5. REFER TO MANUFACNRER'S RECCWMENDAPCNS FOR MAINTENANCE PROGRAM. *APPROXIMATE DIMENSIONS SHOWN. 6. FUO-GARV' INSERTS MAY BE INSTALLED ( WPHOUT ABSORBENT POUCHES) * OR APPROWD EQUAL DURING COURSE OF CONSTRUCTEN AS A SEDIMENTATION CONTROL DEMCE. AFTER CONSTRUCTIGN, REMOVE SEDIMENT AND INSTALL ABSORBENT POUCHES DATE It OR «4 m b.Nxam. - -- - FOSSIL FILTER FLO—GARDTE'T \P6v�PxwaPMw..N.vAW PwH®T.a.R ® H A S SO N k ASSOCIATES, I N C.N CATCH BASIN INSERT (PVT) PLANNING • ENGINEERING • SURVEYIG NOT TO SCALE X TEL (760) 741-3 0v AX (Teo) r�tree . w"maran=a�a�.em Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER is Appendix C Supporting Detail Related to Hydraulic Conditions of Concern C-1 Water Quality Management Plan (WQN P) BUTTERFIELD SHOPPING CENTER • PRELIMINARY DRAINAGE STUDY FOR BUTTERFIELD RANCH SHOPPING CENTER TRACT 33545 TEMECULA, CALIFORNIA COUNTY OF RIVERSIDE • PREPARED FOR: MARK P. ESBENSEN INC. 41625 MARGARITA ROAD SUITE#100 TEMECULA,CA 92591 ENGINEER: MASSON& ASSOCIATES, INC. 0 ppOFESS1 200 E. WASHINGTON AVE.SCONDIDO, CA 92025 E. 200 \y��N`�pEL U.Sp y y9! (760)741-3570 �,J No•59658 m z \v` * 9 rn l OR /2 31. 7 a J y D. mos J' ✓// f9rf CryI �P UNDER THE SUPERVISION OF: op CA LIFO Michae ch itzer RCE#59658 P.N. 05006 Date: June 27,2005 PROJECT DESCRIPTION: . The Butterfield Ranch Shopping Center is a proposed retail development located within the City of Temecula. The 19.2 acre site is bounded by Butterfield Stage Road to the West, State Highway 79 to the north, Tract 29031 to the east and Temecula Creek to the south. The project proposes to develop approximately 5.63 acres of the C-2 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • PROJECT DESCRIPTION: The Butterfield Ranch Shopping Center is a proposed retail development located within the City of Temecula. The 19.2 acre site is bounded by Butterfield Stage Road to the West, State Highway 79 to the north, Tract 29031 to the east and Temecula Creek to the south. The project proposes to develop approximately 5.63 acres of the site for commercial use. An additional 5.6 acres of commercial use is ultimately planned,but not proposed at this particular time. The remaining 8.0 acres will be used for slope protection or stay undeveloped as part of Temecula Creek. DRAINAGE AREA OVERVIEW: The entire site is currently undeveloped. Except for the portion that lies within the boundaries of Temecula Creek,the site gradually drains westerly to Butterfield Stage Road. These flows are directed into a double 120" storm drain system running in Butterfield Stage Road that discharges into the creek. The site proposes to convey surface flows within the private streets and parking facilities using longitudinal gutter and curb and gutter. Until the future commercial area is developed,the project will create interim desilting basins to mitigate runoff and reduce sediment infiltration into the storm drain system. Storm drain facilities then intercept the runoff and discharge it into Temecula Creek. No offsite flows enter the project site. Prior to discharging flows to Temecula Creek, the project proposes to filter pollutants and sediment. The type of infiltration device will be determined during the final engineering phase of this project. All proposed improvements will be outside of the existing banks of Temecula Creek and several feet above the flood plain's 100-year water surface elevation. RESULTS AND RECOMMENDATIONS: • The following table represents the results of the preliminary drainage analysis: Condition Receiving water Tributary * Yield 100-Yr Flow Area [Ac] [CFS/Acl Rate [CFS] Existing Butterfield Storm 12.1 16.0 Drain/Temecula Creek Proposed Temecula Creek 12.1 29.5 • Yield is an approximate factor based on available hydrological information and land use. • C-3 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Pre-Development 1: Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/23/05 File:5006predevl.out ------------------------------------------------------------------------ Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ------------------------------------------ -------------- Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(ln/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to PoinUStation 1.020 **** INITIAL AREA EVALUATION **** Initial area flow distance = 582.000(Ft.) Top (of initial area) elevation = 1112.300(Ft.) Bottom (of initial area) elevation = 1105.500(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01168 s(percent)= 1.17 TC = k(0.940)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 29,213 min. Rainfall intensity = 1.931(ln/Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient= 0.724 Decimal fraction soil group A= 0,000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 • Pervious area fraction = 1.000, Impervious fraction = 0.000 Initial subarea runoff= 10.492(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 C-4 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • End of computations, total study area = 7.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number= 74.0 • • C-5 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Pre-Development 2: Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 06/23/05 File:5006predev2.out -- ------------------------------------------------ -------- Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 -------------------------------------- ---------------------- Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event(year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) • 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** Initial area flow distance = 717.000(Ft.) Top (of initial area) elevation = 1112.600(Ft.) Bottom (of initial area) elevation = 1108.700(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0+00544 s(percent)= 0.54 TC = k(0.940)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 37.002 min. Rainfall intensity = 1.696(ln/Hr) far a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.705 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.00 • Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff= 5.501(CFS) Total initial stream area = 4.600(Ac.) Pervious area fraction = 1.000 C-6 Water Quality Management Plan (WQINIP) BUTTERFIELD SHOPPING CENTER • End of computations, total study area = 4.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number= 74.0 • • C-7 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Post-Development 1; Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/21/05 File:5006POSTDEV1.out ------------------------------------------------------------------------ Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(ln/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0,5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.011 to Point/Station 1.012 **** INITIAL AREA EVALUATION **** Initial area flow distance = 254.000(Ft.) Top (of initial area) elevation = 1115.000(Ft.) Bottom (of initial area) elevation = 1113.500(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00591 s(percent)= 0.59 TC = k(0.300)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 7,670 min. Rainfall intensity = 4.030(ln/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1,000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff= 0.823(CFS) Total initial stream area = 0.230(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ C-8 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Process from Point/Station 1.012 to Point/Station 1.013 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 1.405(CFS) Depth of flow= 0.266(Ft.), Average velocity = 2.307(Ft/s) !Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.13 2 1.50 0.00 3 3.00 0.13 Manning's 'N' friction factor= 0.016 ---------------------------------------------------- Sub-Channel flow = 1.405(CFS) flow top width = 3.000(Ft.) velocity= 2.307(Ft/s) area = 0.609(Sq.Ft) Froude number= 0.902 Upstream point elevation = 1113.500(Ft.) Downstream point elevation = 1112.700(Ft.) Flow length = 154.000(Ft.) Travel time = 1.11 min. Time of concentration = 8.78 min. • Depth of flow = 0.266(Ft.) Average velocity = 2.307(FUs) Total irregular channel flow = 1.405(CFS) Irregular channel normal depth above invert elev. = 0.266(Ft.) Average velocity of channel(s) = 2.307(Ft/s) !!Warning: Water is above left or right bank elevations Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient= 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0A00; Impervious fraction = 0.900 Rainfall intensity = 3.741(In/Hr) for a 100.0 year storm Subarea runoff= 1.079(CFS) for 0.325(Ac.) Total runoff= 1.902(CFS) Total area = 0.555(Ac.) Depth of flow= 0.306(Ft.), Average velocity = 2.604(Ft/s) !Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.013 to Point/Station 1.021 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.459(CFS) • Depth of flow = 0.482(Ft.), Average velocity = 3.015(Ft/s) ******* Irregular Channel Data **********' ----------------------------------------------------------------- Information entered for subchannel number 1 C-9 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.13 0.00 3 2.00 0.13 Manning's W friction factor= 0.016 ----------------------------------------------------------------- Sub-Channel flow = 2.459(CFS) flow top width = 1.995(Ft.) velocity= 3.015(FUs) area = 0.816(Sq.Ft) Froude number= 0.831 Upstream point elevation = 1112.700(Ft.) Downstream point elevation = 1112.200(Ft.) Flow length = 114.000(Ft.) Travel time = 0.63 min. Time of concentration = 9.41 min. Depth of flow= 0.482(Ft.) Average velocity = 3.015(Ft/s) Total irregular channel flow = 2.459(CFS) Irregular channel normal depth above invert elev. = 0.482(Ft.) Average velocity of channel(s) = 3.015(FUs) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient= 0.887 Decimal fraction soil group A= 0,000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0,100; Impervious fraction = 0.900 Rainfall intensity = 3,601(In/Hr) for a 100.0 year storm Subarea runoff= 1.038(CFS) for 0.325(Ac.) Total runoff= 2,941(CFS) Total area = 0.880(Ac.) Depth of flow = 0.530(Ft.), Average velocity = 3.229(FUs) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.021 to Point/Station 1,022 **** PIPEFLOW TRAVEL TIME (User specified size) *"* Upstream point/station elevation = 1106.600(Ft.) Downstream point/station elevation = 1105.500(Ft.) Pipe length = 209.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.941(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.941(CFS) Normal flow depth in pipe = 7.77(ln.) Flow top width inside pipe = 17.83(ln.) Critical Depth = 7.82(ln.) Pipe flow velocity = 4.03(FUs) Travel time through pipe = 0.87 min. • Time of concentration (TC) = 10.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.021 to Point/Station 1.022 C-10 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.880(Ac.) Runoff from this stream = 2.941(CFS) Time of concentration = 10.28 min. Rainfall intensity = 3.430(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.031 to Point/Station 1.032 **** INITIAL AREA EVALUATION **** Initial area flow distance = 271.000(Ft.) Top (of initial area) elevation = 1116.300(Ft.) Bottom (of initial area) elevation = 1112.300(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01476 s(percent)= 1.48 TC = k(0.300)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.554 min. Rainfall intensity = 4.394(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.889 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 • Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff= 5.978(CFS) Total initial stream area = 1.530(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.032 to Point/Station 1.043 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1106.980(Ft.) Downstream point/station elevation = 1106.610(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.978(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.978(CFS) Normal flow depth in pipe = 12.12(ln.) Flow top width inside pipe = 16.89(In.) Critical Depth = 11.32(ln.) Pipe flow velocity = 4.73(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 6.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.032 to Point/station 1.043 • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 C-11 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Stream flow area = 1.530(Ac.) Runoff from this stream = 5.978(CFS) Time of concentration = 6.81 min. Rainfall intensity = 4.303(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.041 to Point/Station 1.042 **** INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1115.100(Ft.) Bottom (of initial area) elevation = 1112.300(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.01273 s(percent)= 1.27 TC = k(0.300)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 6.211 min. Rainfall intensity = 4.526(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.889 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff= 3.140(CFS) • Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 Process from Point/station 1.042 to Point/Station 1.043 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1106.730(Ft.) Downstream point/station elevation = 1106.610(Ft.) Pipe length = 35.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.140(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.140(CFS) Normal flow depth in pipe = 9.15(ln.) Flow top width inside pipe = 18.00(ln.) Critical Depth = 8.10(In.) Pipe flow velocity = 3.48(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.042 to Point/Station 1.043 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.780(Ac.) • Runoff from this stream = 3.140(CFS) Time of concentration = 6.38 min. Rainfall intensity = 4.459(ln/Hr) Summary of stream data: C-12 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.978 6.81 4.303 2 3.140 6.38 4.459 Largest stream flow has longer time of concentration Qp = 5.978 + sum of Qb la/lb 3.140 * 0.965 = 3.030 Qp = 9.008 Total of 2 streams to confluence: Flow rates before confluence point: 5.978 3.140 Area of streams before confluence: 1.530 0.780 Results of confluence: Total flow rate = 9.008(CFS) Time of concentration = 6.808 min. Effective stream area after confluence = 2.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.043 to Point/Station 1.022 **** PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 1106.610(Ft.) Downstream point/station elevation = 1106.500(Ft.) Pipe length = 217.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.008(CFS) Given pipe size = 24.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.426(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.345(Ft.) Minor friction loss = 0.192(Ft.) K-factor= 1.50 Pipe flow velocity = 2.87(Ft/s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 8.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.043 to Point/Station 1.022 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.310(Ac.) Runoff from this stream = 9.008(CFS) Time of concentration = 8.07 min. Rainfall intensity = 3.918(ln/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.941 10.28 3.430 C-13 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • 2 9.008 8.07 3.918 Largest stream flow has longer or shorter time of concentration Qp = 9.008 + sum of Qa Tb/Ta 2.941 * 0.785 = 2.309 Qp = 11.317 Total of 2 main streams to confluence: Flow rates before confluence point: 2.941 9.008 Area of streams before confluence: 0.880 2.310 Results of confluence: Total flow rate = 11.317(CFS) Time of concentration = 8.072 min. Effective stream area after confluence = 3.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.022 to Point/Station 1.052 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1105.500(Ft.) Downstream point/station elevation = 1104.800(Ft.) Pipe length = 137.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.317(CFS) • Given pipe size = 24.00(ln.) Calculated individual pipe flow = 11.317(CFS) Normal flow depth in pipe = 14.82(ln.) Flow top width inside pipe = 23.33(ln.) Critical Depth = 14.49(ln.) Pipe flow velocity = 5.56(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 8.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.022 to Point/Station 1.052 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.190(Ac.) Runoff from this stream = 11.317(CFS) Time of concentration = 8.49 min. Rainfall intensity = 3.812(ln/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.021 to Point/Station 1.051 **** INITIAL AREA EVALUATION **** Initial area flow distance= 327.000(Ft.) • Top (of initial area) elevation = 1112.200(Ft.) Bottom (of initial area) elevation = 1110.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00398 s(percent)= 0.40 C-14 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • TC = k(0.300)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 9.185 min. Rainfall intensity = 3.650(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 3.562(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.051 to Point/Station 1.052 ****PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1104.900(Ft.) Downstream point/station elevation = 1104.800(Ft.) Pipe length = 14.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.562(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.562(CFS) Normal flow depth in pipe = 7.95(ln.) • Flow top width inside pipe = 17.88(ln.) Critical Depth = 8.65(In.) Pipe flow velocity = 4.74(FUs) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.051 to Point/Station 1.052 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.562(CFS) Time of concentration = 9.23 min. Rainfall intensity = 3.639(ln/Hr) Summary of stream data: Stream Flaw rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.317 8.49 3.812 2 3.562 9.23 3.639 Largest stream flow has longer or shorter time of concentration Op = 11.317 + sum of Qa Tb/Ta 3.562 * 0.919 = 3.273 . Qp = 14.591 Total of 2 main streams to confluence: C-15 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Flow rates before confluence point: 11.317 3.562 Area of streams before confluence: 3.190 1.100 Results of confluence: Total flow rate = 14.591(CFS) Time of concentration = 8.486 min. Effective stream area after confluence = 4.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.052 to Point/Station 1.084 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1104.800(Ft.) Downstream point/station elevation = 1104.700(Ft.) Pipe length = 31.14(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.591(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.532(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.129(Ft.) Minor friction loss = 0.502(Ft.) K-factor= 1.50 Pipe flow velocity = 4.64(Ft/s) Travel time through pipe = 0.11 min. • Time of concentration (TC) = 8.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.052 to Point/Station 1.084 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.290(Ac.) Runoff from this stream = 14.591(CFS) Time of concentration = 8.60 min. Rainfall intensity = 3.785(ln/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.071 to Point/Station 1.072 **** INITIAL AREA EVALUATION **** Initial area flow distance = 155.000(Ft.) Top (of initial area) elevation = 1113.300(Ft.) Bottom (of initial area) elevation = 1111.800(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00968 s(percent)= 0.97 TC = k(0.300)*[(1engthA3)/(elevation change)]^0.2 Initial area time of concentration = 5.703 min. Rainfall intensity = 4.743(ln/Hr) for a 100.0 year storm • COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 C-16 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff= 0.886(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.072 to Point/Station 1.082 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1105.810(Ft.) Downstream point/station elevation = 1105.660(Ft.) Pipe length = 30.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.886(CFS) Given pipe size = 10.00(ln.) Calculated individual pipe flow = 0.886(CFS) Normal flow depth in pipe = 5.44(ln.) Flow top width inside pipe = 9.96(ln.) Critical Depth = 5.01(ln.) Pipe flaw velocity = 2.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 1.072 to Point/Station 1.082 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.886(CFS) Time of concentration = 5.88 min. Rainfall intensity = 4.666(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.081 to Point/Station 1.082 **** INITIAL AREA EVALUATION **** Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1113.200(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00859 s(percent)= 0.86 TC = k(0.300)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 6.442 min. Rainfall intensity = 4.436(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.889 Decimal fraction sail group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100. Impervious fraction = 0.900 Initial subarea runoff= 1.972(CFS) C-17 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.081 to Point/Station 1.082 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.972(CFS) Time of concentration = 6.44 min. Rainfall intensity = 4.436(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.886 5.88 4.666 2 1.972 6.44 4.436 Largest stream flow has longer time of concentration Qp = 1.972 + sum of Qb la/lb 0.886 * 0.951 = 0.843 Qp = 2.815 Total of 2 streams to confluence: Flow rates before confluence point: 0.886 1.972 Area of streams before confluence: 0.210 0.500 Results of confluence: Total flow rate = 2.815(CFS) Time of concentration = 6.442 min. Effective stream area after confluence = 0.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.082 to Point/Station 1.083 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1105.660(Ft.) Downstream point/station elevation = 1105.530(Ft.) Pipe length = 24.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.815(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.815(CFS) Normal flow depth in pipe = 7.58(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 7.64(ln.) Pipe flow velocity = 3.98(FUs) Travel time through pipe = 0.10 min. Time of concentration (TC) = 6.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 1.082 to Point/Station 1.083 CONFLUENCE OF MINOR STREAMS **** C-18 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.710(Ac.) Runoff from this stream = 2.815(CFS) Time of concentration = 6.55 min. Rainfall intensity = 4.397(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.061 to Point/Station 1.062 **** INITIAL AREA EVALUATION **** Initial area flow distance = 192.000(Ft.) Top (of initial area) elevation = 1114.400(Ft.) Bottom (of initial area) elevation = 1111.700(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.01406 s(percent)= 1.41 TC = k(0.300)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.765 min. Rainfall intensity = 4.715(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.890 Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soii(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Initial subarea runoff= 2.643(CFS) Total initial stream area = 0.630(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.062 to Point/Station 1.083 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1105.810(Ft.) Downstream point/station elevation = 1105.530(Ft.) Pipe length = 72.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.643(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.643(CFS) Normal flow depth in pipe = 7.97(In.) Flow top width inside pipe = 17.88(ln.) Critical Depth = 7.40(ln.) Pipe flow velocity = 3.50(FUs) Travel time through pipe = 0.35 min. Time of concentration (TC) = 6.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.062 to Point/Station 1.083 *"** CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.630(Ac.) • Runoff from this stream = 2.643(CFS) Time of concentration = 6.11 min. Rainfall intensity = 4.566(ln/Hr) C-19 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.815 6.55 4.397 2 2.643 6.11 4.566 Largest stream flow has longer time of concentration Qp = 2.815 + sum of Qb la/lb 2.643 * 0.963 = 2.545 Qp = 5.360 Total of 2 streams to confluence: Flow rates before confluence point: 2.815 2.643 Area of streams before confluence: 0.710 0.630 Results of confluence: Total flow rate = 5.360(CFS) Time of concentration = 6.546 min. Effective stream area after confluence = 1.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.083 to Point/Station 1.084 **** PIPEFLOW TRAVEL TIME (User specified size) **** is Upstream point/station elevation = 1105.530(Ft.) Downstream point/station elevation = 1104.700(Ft.) Pipe length = 157.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.360(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.360(CFS) Normal flow depth in pipe = 11.12(ln.) Flow top width inside pipe = 17.49(ln.) Critical Depth = 10.70(ln.) Pipe flow velocity = 4.67(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 7.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.083 to Point/Station 1.084 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 5.360(CFS) Time of concentration = 7.11 min. Rainfall intensity = 4.202(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.591 8.60 3.785 C-20 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • 2 5.360 7.11 4.202 Largest stream flow has longer time of concentration Qp = 14.591 + sum of Qb la/lb 5.360 * 0.901 = 4.827 Qp = 19.418 Total of 2 main streams to confluence: Flow rates before confluence point: 14.591 5.360 Area of streams before confluence: 4.290 1.340 Results of confluence: Total flow rate = 19.418(CFS) Time of concentration = 8.597 min. Effective stream area after confluence = 5.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.084 to Point/Station 1.085 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointistation elevation = 1104.240(Ft.) Downstream point/station elevation = 1104.000(Ft.) Pipe length = 49.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.418(CFS) • Given pipe size = 24.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.017(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.367(Ft.) Minor friction loss = 0.890(Ft.) K-factor= 1.50 Pipe flow velocity = 6.18(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.084 to Point/station 1.085 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.630(Ac.) Runoff from this stream = 19.418(CFS) Time of concentration = 8.73 min. Rainfall intensity = 3.752(in/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.012 to Point/Station 1.085 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.014(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.885 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 C-21 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 13.01 min. Rain intensity = 3.01(In/Hr) Total area = 5.60(Ac.) Total runoff= 14.97(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.012 to Point/Station 1.085 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.600(Ac.) Runoff from this stream = 14.973(CFS) Time of concentration = 13.01 min. Rainfall intensity = 3.014(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.418 8.73 3.752 2 14.973 13.01 3.014 Largest stream flow has longer or shorter time of concentration Qp = 19.418 + sum of Qa Tb/Ta • 14.973 * 0.671 = 10.049 Qp = 29.467 Total of 2 streams to confluence: Flow rates before confluence paint: 19.418 14.973 Area of streams before confluence: 5.630 5.600 Results of confluence: Total flow rate = 29.467(CFS) Time of concentration = 8.732 min. Effective stream area after confluence = 11.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.085 to Point/Station 1.086 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1103.500(Ft.) Downstream point/station elevation = 1095.400(Ft.) Pipe length = 71.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.467(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.467(CFS) Normal flow depth in pipe = 9.40(ln.) Flow top width inside pipe = 27.83(ln.) Critical Depth = 22.20(ln.) Pipe flow velocity = 22.42(Ft/s) • Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.78 min. End of computations, total study area = 11.23 (Ac.) C-22 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number= 69.0 • • C-23 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Post-Development 2: Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/21/05 File:5006POSTDEV2.out ------------------------------------------------------------------------ ""'**** Hydrology Study Control Information English (in-Ib) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ----------- ---------------------------------- -- Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(ln/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) . Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0,5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.011 to Point/Station 2.012 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1121.360(Ft.) Top (of initial area) elevation = 1115.400(Ft.) Bottom (of initial area) elevation = 1106.000(Ft.) Difference in elevation = 9.400(Ft.) Slope = 0.00838 s(percent)= 0.84 TC = k(0.300)*((lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 12.952 min. Rainfall intensity = 3.021(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.885 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff= 14.973(CFS) Total initial stream area = 5.600(Ac.) • Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ C-24 Water Quality Management Plan (WQTNIP) BUTTERFIELD SHOPPING CENTER • Process from Point/Station 2.012 to Point/Station 1.085 "'"" PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1106.000(Ft.) Downstream point/station elevation = 1104.000(Ft.) Pipe length = 47.49(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.973(CFS) Nearest computed pipe diameter = 18.00(ln.) Calculated individual pipe flow = 14.973(CFS) Normal flow depth in pipe = 11.04(ln.) Flow top width inside pipe = 17.53(ln.) Critical Depth = 16.86(ln.) Pipe flow velocity = 13.18(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.01 min. End of computations, total study area = 5.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number= 69.0 • • C-25 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Post-Development 301 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/05 File:5006POSTDEV301.out -------------------------------------------------- -------- Hydrology Study Control Information ********** English (in-lb) Units used in input data file --------------------------------------- ---------------- Program License Serial Number 4065 ---------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(ln/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year = 100.0 • Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.011 to Point/Station 3.012 **** INITIAL AREA EVALUATION **** Initial area flow distance = 111.000(Ft.) Top (of initial area) elevation = 1114.200(Ft.) Bottom (of initial area) elevation = 1113.000(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.01081 s(percent)= 1.08 TC = k(0.300)*[(IengthA3)/(elevation change)]A0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(ln/Hr) for a 100,0 year storm COMMERCIAL subarea type Runoff Coefficient= 0,891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Initial subarea runoff= 2.134(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.100 C-26 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.012 to Point/Station 3.013 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1111.800(Ft.) Downstream point/station elevation = 1107.200(Ft.) Pipe length = 248.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 2.134(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.134(CFS) Normal flow depth in pipe = 5.57(ln.) Flow top width inside pipe = 11.97(ln.) Critical Depth = 7.49(ln.) Pipe flow velocity = 5.98(FUs) Travel time through pipe = 0.69 min. Time of concentration (TC) = 5.69 min. End of computations, total study area = 0.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number= 69.0 • • C-27 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Post-Development 302: Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 -2005 Version 7.1 Rational Hydrology Study Date: 08/10/05 File:5006POSTDEV302.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file --------------------------------------------------------- --- Program License Serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control &Water Conservation District 1978 hydrology manual Storm event(year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(ln/Hr) Storm event year= 100.0 • Calculated rainfall intensity data: 1 hour intensity = 1.300(ln/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.021 to Point/Station 3.022 **** INITIAL AREA EVALUATION **** Initial area flow distance = 60.000(Ft.) Top (of initial area) elevation = 1113.400(Ft.) Bottom (of initial area) elevation = 1113.100(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300)*[(lengthA3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 • Initial subarea runoff= 1A08(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 C-28 Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER • End of computations, total study area = 0.31 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = C.100 Area averaged RI index number = 69.0 • • C-29 ■ ■ 0111 , ■ �lA■� �■ ■���■ ■��:N ■�• ■ "��� : : ■■ E: ■ SINS■ ■■ ■■ SINS ■■ SINS MINKINEWEIN ■ : •:• • . ..■ ■■:� .■ .. .■.. ONE ■�. .: N'EE a 'NNE A ,a C■ . . :■ mn ... . .. .. ..... .. '• .... ....tau. .. . . . ....!!a OON � ■ � ` f. . .. f`f : : .■. ■:■■N ■ ' ■ ■■ ■■■■�� : ' C _SINS ■ SINS ■■ r ,, s ■._ ® ■■.. ■■■■. ■ �� Q ..■ of: .: .mneq�, � _-aa. ■ ... MEIN IN■�i■) So ..■ IN■ !lELINl� : �� 1.1■■I9 EE.. oil ■� . .■ .=....a.� t ' :■■ .■ a �3=1 ��son EE.■ ■� ����■ ■i 1 C�,■■I u ■ SO ON■ � was. GG:: SINS. . , 6■ :Sooi� gy ,. := . .�, ViMEN so. . . . 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Re meld"colas c art r alaw.n aI.M(jr.NM). 1 ].R.I- to omn smil chart Iw calm bav a e al m dtmy M1rzR r 9lc \1f MSCRBEN TWCKSEj .. filer a,— t, be Fossil 'ec preadmetaati ono mnFlahM F IgRL�M C PWCNESa ter to a alln mawbclwp rtt totem,'lima. ]/<'CRUSNEO ROLN 5. R.Ip Io YpwMclrwa rxwnmanEolknn Ia mWlmmcaL,Fie-Gore Inserts may be metal(ainwl aYavbml pwdv) Wm0 cows of conBWcum m a xwm.nlalbn cmlyd Cawce. .Ra J can.Nacllan,r..edlmo�l m0 Faldl aEawbenl PwNew W APPLICATION CHART' 'x OP 11}OL) C OGE Fwl I.E. Grad.0.D Cd F➢$ xa NBRAMETS TOP VIEW n-nTe I�a tar TIY a C11A1ED wLET C ... XO SCxIE R-2.2. 24'x 24' M •M CRArzD MIET •ww wE91 fRTER BOGY {lo_yy "tw Fwls oa detlMod to NI calah byl site GASK i SLY AND DRUGS #spaaFwl.dMoalma'nose. lY0�) +OR APPROVED EQUAL au ISOMETRIC e e e ^ ` / E. 1CORRUGATED METAL PIPE RISER-PROTECTIONAll J No scuE J / L Y ;N e+ Mafr Yob T 2 Mawr. NT- l� mwsw~r es++as ra PWb1E5 C Assess X .+w SECTION VIEW 1 NO SC11E / e.. 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MAP 33545 Gas..Nest rrOMfiiPseOr NN�MIq OI l Ra.E Na .u!!B (Iel� Ef-.2L-ni 2aE /b. �c�++ -� s�ear9Aai14 S 6'N%k CUTLER pOVFD pOROFAS MUST BE ON TIE LEVEL 9DCWA SURFACE Ai ME TOP OF ME flRYPS gUYX 6 LF O' i0 6' SLOPE PER PLAN U YAL CURp TRANLTON 6'NEAT. CURB 3'MEP1(ENED PURE"T e'CURB - WIN FREFWWED.pNIT fl f A.G PANIG ITYPJ 6 „ 05 FT.OG J'CbIPAC1FD AGGREGATE SUBBA6E � S-I/2'MILL(PLC ' S60-C-]2S0 g'CURB ON RRM NAIVE FARM AG PAVFIIFIIT t BA4 SUBGRADE 91AM BE GpApYp pµg CWIPACT:D TO 95 DR PER BASE WTERIAL ON PM ENGNEER'S RECONe1ENDAM1x5. MLS ENQNf S 6'CURB k CUTTEA RECOMMENDATIONS WENIL mEi SEE OETAE-C-C MS SLEET i q C SIDEWALK DETAIL / L+ `PCC VALLEY GUTTER (PVT) _ HANDICAP RAMP DETAIL (PVT) B HANDICAP RAMP DETAIL P -�-En, NO su1E N.T.S. N.T.S. Eo OMOERS MUST OE ON Mf LEVEL SURFACE AT ME"GP aF ME RAMPS HANBCAP CUPS fA[E 2Pea'C X MIST PAVEMENT W//NAfiIL aAE NOW: CROSS SLOPE OF MA w Qi AP%NKp EOJAL LANDING M S DO NOT EXCEED=WANT DOWCTNN 6' 6' NEFFI SNP SFE OCTNI-B—.�InII Ip OF b ORdI� �•� ' L 116 9EET I I Illl C CURB ,�. 4„Cp T.REDAR 18' 4 Ve PLAN END VIEW A.� AAk W-Z s 6'PCC ax iFACE a CORO ENLLOSUE ACCESS 6'CNI STEFL ENFL 24'4Q FDSSL FILTER ELEVATION 1Y Em I66TE EE NANDEM 4'BLUE SNSMG ACCESS MEA ,WHEEL STOP DETAIL (PVT) F HANDICAP STALL ANDS G GRATE AND GUTTER DETAIL PVT Tw ruE swE /� CURB-CUT RAMP DETAIL N.T.S. No N.T.S. LD05-153GR qAl TOLL FR[E - DAN x..ol,m aayfl ePPfN.. 1-800-227-2600 " BU/CO/NC ANB SWETY A„�g„W,x Wn ASSON ASSOCIATBS INC. �c cxN O 24 Pner 6iEaE1p101G PIA NNIXE . E I N CIXf ERIXC . SV RVE YING VIXRUNVIO YM%E M1EPi fF 91MPx WM44M 3IXI L fM 741-i V •(71) 3CO.[NI....•. V30]]-IaIC m(aeo)fa-bm•rea Owl fa-nee.....mv...v-vwe. mvsTmenew RfCEgO aA2c erj lmw 1"4 sek ar ° 9• FMtaArEexaEa er. a2e CITY OF TEMECULA amanAExr vum,e xaeAs Ma VAttAF.INOrM Cw4wlm '41xK COMIY 000lAlOk T-e-61 MNM/ KVAVfI Nw`.fw.NM.W DETAIIS N 6ov6N[6r a Naaam r rLCYP!£D Bf` ro. nc wromrercw v Yw Mo rvr '�' Nplb.a .uYMDrzen //-h A) wlwa.l 6'N°,"m mHN rvvrNo"a xmTmo f6A mYrrYolmAaN Nmaar mxaa tNvrlw E Mva uIBeAwnItr,A T i x mwFaa]w 6D77EYleld 1G1 SHOPPING0 P A 04-0021vNO6e PARCEL MAP 33545 Mu[ qec MJ)L 6Pr 10 a�14 S I I •N./�,. .rYn. R6 • Rkll SCOT I.Fb-Card filar body le Rr&Fob kolea Own pa,flWylwie aewl I/Y 10 1 I/Y a mfnaliommt geateslMa. IYaB NY Po IY 2 M metal co Nubflta ohm Ne at.NNaa at"(Tpa]Ila). MINNOW O O 1 111'a ON mm N J.NOW to NouimlMn rAot Iw cotcn Eden ace Now Ol Irafli /OyNIBENT L FNtw medium Nall Ea Fall Rock` InatallaE WE meNtaneE n 0 r010CS If RMS a t wcardmca xIN mmuloclurx wmmenEatkna, dN,ya�A I/y l CNM Y 5.WO to._.0 lurw'e recwnmmood_M smc mante YIYYIiY SYfl 51W Y/Cp r"AS T eRw f.Fla-Lore`naerta mar a votaboa(xllnwt Wgpeat pwWlu) Fa 11 m B0.r aril cwna of conatrvcaM m a eea'vnenlation Nil dil/IMcew ora m Plm YlaR w� Oo1NB cactiaa.rem eodi aaa Install oJvlawt Itaualum. IRaN I�N • APPLICATION CHART* mDOEL NO or Ip. YNet I.D. GRIN O.D. TO CWYENIS m • e a � rsT P NEW FY-Imy I ,I OUTm RREi NO SCM RT-2G2N IN'a 2e' I 76 ,2e' I 1TA1E0 RRFT y w win al IILSN hRR DODY no-GA Flow Marts ea VeeigleV r IN cl boalna xNN nlifl. 6 56T AND DDIRIS #ayproNMnte EYn.l4ona Moan. Ifl. o y T y w O dcmNNLEmo" (� ) *OR APPROVED EQUAL WIC a = ISOMETRIC o e o '1'L t t rcc"NO, r 11 f Nr xNIF bdRlfiol7OL0ar EblgeD�ImIT0MyFill— C 48N 0 CORRUGATED METAL PIPE RISER x b�raN W lb.a.NNl�rd.b NMrarerea SECTION VIEWfla zbla.r.NMN#m+.+btwrrryarbwrr. No scut xTYsl.uapSNeaepwnRN/ rrLryuswNNwNa awml,Nmtw,NNe Iu,NRNliI FTntl6 l.(bv'If llpLulunJuL�tp�v'WIINYrbNIyMINrrIRat �\ FOSSIL FlLTER FLO—GARDb / n 1CATCH BASIN INSERT (PVn flu B STC6000 PRECAST CONCRETE STORMCEPTOR no;cuE OIRL TOLL FREE Oc War K as uLye� eaN� 1-800-117-I600 wl:wVaaN Ip UNVO m On PLAIfISSON k essocIeraR INC. 06dEmm ®rL ANNIND • LN Il NE FRIND • SYR V[YINC io.L'MfaMlpM wK.•('W fae.lY•PIM1DO.G a]Ma-Iola wmmeao srLN Nw a fNNwl OeRweu m 0w1 ael_aeap•FM lTM al-taee.....a..�a-eeaaeaan LotO]NNCOVMV WV011D d/e BY RUSN'NS all£ NINCN ANN.r X.a(L, aeipN BI I ayaal 4, Lrard B/' P^w>y Ira. Ra.ItYYN 9 c-s •� BErayuclxm Br am CITY OF TfEMECUU oerw>r rr ag.e New.n use. - mOn®RIMNN:T-e-m /�Y *cE. loot NOaaI IYIi yaeNNa r r TI min�'iaol aea. ALC25oW ur D m // Nob DETAILS „r,a,e RR wmmeRmaawl Nm lvelr As 9A1�V AN'M(La .£lA[)l1FIr �. A-0-Ar MINI A. BUTI'ERPIEID RANCH sROPPINO CENTER-PA 04-Ml e teNRCRA et•NOR*v N#Oar roenrNwLar owOe Nov t tyar. m Mill a """ ° PARCEL MAP 33545 sa eeTeil b WIIW.Im TD. 1�oul / a' \ A.GE Na S%!I Lpi� /1�1/�a1 B.LC. Mi. ly)II Eq*_ Del!-aI `�' Y�� SMeI )( o,1/4 qlf I LOT xOIM y IlM}pi. l/ _ - C J of IT 1- Wer in E- ET 3 w IwN RrRI es M Tr .• .rya? {Wr INCDN m ww. _ �. ._ ... _- _ N ..'.w ..p �q'"', ,, apa . STORM DRAIN DATA I'`L1. 1 '� A! IIIII f' J 1 `X. PAD-IIJJ ` gpQ ,B, 1••• y..._„ swaDL DEUWr: ItxoTx RADus sroE DEwN+Tax FF f1.T0. P y C 1 N ro'Ss W AT, an N HDPE 1 ADw117J AA �_ : 1611 32.05 It> O.SW 2+ HOPE iI II11il > < 1 �T k •. PAp�i NC FF 14.M ' R 20 A� r`� 1 11i12.Divro E R1zea Tro. aea x HpPE ..,I I •yG E \ h J" ' 1> i• m a a Yo. a3x 2r HOPE x Ie111 E >l.l awl11 N y -- \..._ u •.. t2p K (� I .XfR •A v ) 0)v1]T E �.ea aaa N Era E OaEs 4511 i a aaR T HOPE �h i h .'4 I II t S .✓. 1 1110 ,X`eq ? - I x Rro�YIE E Tn.x On T HOPE III 1- i - I • ! !J . • �l Ty' 1 A MYM x YO']0 1 E OPE RA OAf 1 HOPE SSSS W N a3% H N E 15f 6 I HOPE 1 N a W 157.3rnSa 10•E I I �- i _ ', _ ,1, A•`. �.: . 1' r ', I N 23's0 W !i. a3z I,• �A , i 1✓\ 10 9 p' • ,! ; N ST]E I 11.Op O.SW IS-HOPE �A rC �� .a+f-foRINM111D LaNtlIMMIW xiNL f11E �,� CONSTRUCTION NOTES —. I INSTALL ACE 10-4IIL SEE Sm£f S INSTALL TYPE IDS CURE PE CTry R TFNEGAw sID.DILO 20M NOTATE♦T WIDE CONCRETE STEP • PADw1298.. n. 4v - ,_ I a CONSTRUCT Y RIIXXN ETIER FF 13.63 _ - CGNSRNCT TYPE'A X'CYO PER CITY OF TEYECIRA SM.OWC TINT.200 - .I. �) ._8.. .I _ f 'r`� .. /y. - ` 1��•1� -+{--�- .��...1—...f--...1--.-t—...l-- .�...t-...1-�- 1---.��...1—...r-....— -.f-.... 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T N 1L.1 _ {- , NVA L EST PER RX.Y.C.O.OW4WNO.COIN SI CJ 1� -�-'�' ' 1, LTEM CULA u- ~ NsTAu So,IXWE.so PIPE 1 NSTAu w•cNP IxLEr RISER .. 6 W1DE TRAI 1 - PER OF E 04T PINE CEP.VEHI E;i2kSs RDA ENOf lb•@C;?W - / III W -1 ® r _ _ 71 _ _ S� `� _ — -_ �I• I i I S ;'PIrRL3s y .-.,', i r •sue _ DRAN , LINING SHEET \ ` \ ..- • . '�� '•�N�ij •� \: 1 i 1>9 t I��� � . f �- . M _ 5 � _ l ;>• 01. 411 I1 Y • p ..L J 4'ar� /j II0_I 1I��qITIL�II✓11■ ]: r II , ' r .i01:� rF'LOQOPLNN�s'rlf8 �ti S `. - 1iTEMECULA CREEK I'• 111�. Q1� at N il� mw I.wo3vP[nrA �;: spa 70r �/ ;__•>i-"'r• 1+e J . 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LMQ`f 94W.i.TTMCfYr aaa c..'UH.ra.•wnF W W•AKCwmIM).0 arvfslnX � s y' _ uwKApnM almm Nm v munwm cwlmN 14o•F•dG4ROVQD N1n 1'M1A16 F'M1EA2MT Tn(>w)PN-x,P•TINT(rm XN-INA._...e.w,-a••en APMOLVO rye,{( ,VPM1GIEO CPVSIXILCALLY WliGYD MX 0Y AVNSgVS RA/! ACC lXU AAMLY MFyxW Br Paw,AY CAW leW B, e„„P,,,�,,,•s P A. wonREN nSo[Dti P AFIANPL AN Yn TNrN PPr I L LUtI w _ xOLX an NlTKnsfm]NWmm art]WI FaR AIIFmP IFwR ANrnr '�y.4"7I � � W'� AA.N r ADS MpAADBeC9V1 �yh /////y CITY OF TEMUA I A TW E ILVATT.4 "r WRSML 1 Nwm T-.-sI wAr. N 1-/Y PRECISE PGARRAKAGRADINGCY G P mpWOlD 9V7RP®D IAHC99HOPPINC CHTRR#C-CP'AN P09415-0021PIT Deml en n meay...r NIanN rc xNaA. 4IWF NNWP'K`•^'^"''ARXv A• M - ..NN a Palen PKu iNaaaL w PARCEL MAP 3.7845 •• ar Lum.NP nm.�FOtRanss p e \ lgi,'b If-JF-PS ,9J ➢PTO-if ..�� r mLn N6T I NWT nmm o INPwNIT. W.G(. 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TYPE-E DETAIL B Qx0 EONLE ND]GUC 2 Q1D07-041 GR zQLD07-020GR 1D05-153GR _a TOLL FREE onm IN.m.m l:Nx" LN)o::.. 1DII 0l T 27REE BU/(O/TUG ANO SAFELY ru:L:�mbeNWmWr..R,.aYVYxwv-mav 70 15 0 JO 60 90 6UKD/NC Ar LE.sr Ile cars AYXNE !DR e'ONR<UNEC WRM 1/RF 14 Y A S S 0 N h ASSOCIATES, INC. NELUNEn top N o6mE mD DG 6M.YLEM Access REQ(Pwm Nn OMY P L A 1:N I N G . ENGINEERING • SURVEYING SCALE W FEET 6'SAMUSP.ILL'CSS MY uLOmli pNQ nlArM Yu APPROVED �([J� N 1.WLMiM:K•I.)]Ge•f]GV_ •CA9]P]e-INa MApHNC BDNE -' O l m Irw)T.I x u(7w)NI-I1N.............'m...w.� CO'4i1rR'R.W 77EGriO M!F RN RENSPN/5 617E ACC (CNf,N KIRK &*K A' 6p-r% LY:PPNYO EN PP�i,�•/Crvnu]!� JEMBT MA.LjIKEV=PAIN oL WA K "Iff, Xm BILE ,MrI AST IMs REtpmvENa'6 Rr. am C/TY OF TEMECULAPRECiSE r7rvMRnS{g•/er "`woNNs r«N-w P IRAI PA 1 H -A_Oq$O1�NTjE HE pYnw :lyeonlvanna:r-.-el y,AAKx L /l+NfwINw AP-WYr / P IIY n AN el L 4uRo f-1 toss wsc m cafMn Milo -� MIET'sWINVLzr a NNMNNrn ,�ypy NNOMILI a mkElREx //-{-K �7ED°Y AkPNp+Wm a>� BD77ERPHU RANCH 9FIOPPBP�C D'C8NT61!-PA 04-0021 NG MA Kh nRvnt nn I ue TIN Ix1.IRAm—rc".-Aw Nu7 W mwN kl MINXI, s NMNN 116n x mxDAw•r:utw r NpNwv IYNM:r . Nvsr m rwLW paL�ImwNc a PARCEL MAP 33546 V LU11'KO Rlp. i / °w�m 16s ro!r 1 lapi N:%M or�, + RCC A4 9P[Sa C}NY ENl-6f R.C.C. Ab. 19111 [Ay:pYA IyE0.m Z�� �Aeel 3 0/I h �r r. 1 BUTTERFIELD SHOPPING CENTER s SUBBASIN DESIGNATION NUMBER 7m5) SUBBASIN AREA (ACRES) 1 . 01 ' CP � 1 1 CONCENTRATION POINT NUMBER Q100 =5.Qos 100—YEAR FREQUENCY DISCHARGE (CFS) 4 CP t Boa ate,+w-�� MAJOR BASIN BOUNDARY D 11 am" —" omme "' �" =meW" —' SUBBASIN BOUNDARY PROJECT BOUNDARY —�-+- FLOW PATH 1110 765 Qioo 5.5 a~s rr w �r Now am��...ft"W..*�MAN win■om woo0 nor■wir r.r�r.,`%_ to vom ~ ftft ~�~ 000 ftft 2. 02 ftft ELI 108. 7 �.,ftft ONO ONO e4 ♦ "' ��r� i y`♦ rr�•„�.�war /-� J _+ r ^ s 240 ♦t -. i . 426 tt i EL1 112. EXHIBIT 'A'. 1 200 100 0 200 400 600 P EmDEVELOPMEN SCALE IN FEET AINAGE MAP GRAPHIC SCALE DATE: Jul 27, 05 1:04pm by.mkosowska FILE:I:\05\5006\PROD\Reports\H rolo 5006--DR01.dw Y'd 9Y\ 9 MASSON & ASSOCIATES, INC. PLANNING ENGINEERING ® SURVEYING 200 E. WASHINGTON AVE. • SUITE 200 'v ESCONDIDO • CA 92025--1816 TEL (760) 741--3570 • FAX (760) 741-1786 . www.masson--assoc.com BUTTERFIELD SHOPPING CENTER 10 11 12 13 14 15 16 18 19 19+23.39 HIGH WA Y 79 SOU TH • 3.011 EL1114.2 0623 1.041 - .- - - - - --K•-x- -.-x- I - -- E L1116.3 I >* 1.011 I � \ x00, EL1116.0 / I I 1 ',.� BLDG 'A' 2.0 1 . I _1- -_ I EL1115.4 I I L - - J BLA. "Err It -7 F0, I am - --� / �� - - ---- -- -------- p SUBBASIN DESIGNATION NUMBER / EL1113.0 1 1021011T 1 7,47 SUBBASIN AREA (ACRES) CFS 1.042 _ _ • •--� N7 E L1112. L I rn if if 1 06-1 ,� _ 41� _ CP #6 1.0 3� Qtoo -5.0m CONCENTRATION POINT NUMBER `�l i i i I /I I -r�-�-•• I �. �i'�II' ni� ■rr�IL. .. .�,I r. � .. ��, / 1. d01S � 1.043 . L 1, 9 L- ®. , 100 -YEAR FREQUENCY DISCHARGE (CFS) EL1 4,4 ®,® Z- Z- 113,1 41 43 0 S` JEL1 Qtoo =9 CFSE .2 c IA 1 Ii i Qt .1 cfs ,/ �► CP #7 ► // ' ♦ to ® f Q, 6 0 ® ® MAJOR BASIN BOUNDARY ,� r , w ® •�( I d SUBBASIN BOUNDARY I 0 -3 ' E L.111-1 ' 1.071 it •f I EL1113.3 II o I I so r �•® - a. 1 PROJECT BOUNDARY - ' 1 % i r S�OR -� r ' I , - BLDG. rrGrr rr rr , r m m m r m m m r m m M - m 1.062 --�------ >--- FLOW PATH I � P 5 ���111. �� 0 B �G. rrDrr , r s . r I _ - I Q1o0 "_'2,Eiars- F ' I ■ I � 1.0 82' ��e • 1.042 NODES I 72 �1 � II �� 60d.b\ I I EL-1111.8 1 - r I r CP-# sa r I QP #4 Q,��1, 100 _ � d01 w • 1 �I E 1 1 Qtoo 1 6 �� �� " 1.013. - � f II 1.021 5.5 EL1112.7 ICI �,0 � ; EL1112.2 CP #1 ICI ��' I W SUB CHANNEL FLOW 3.0 r it Qtoo =2.5cn I EL1 .1 II M I �/j TOTAL RUNOFF=Q,00 =2.9m r I AE BLOG "Gll CP #1 �uTv II /, I -- 1.4 r Q10F 4 lil / 56 r P #9 ' ' - II EL11 /// r r I I Q,06=19. I om � �� c CP #2 VALLEY GUTTER I CONCRETE r ~ __ r <---- 1.051 --- _ -�- .085 EL1110.9 / EL1104.0 CPj #11 1. 86E- -- Q, 49.5 cis EL1 095.4 111- II I -- � X q #10 � \STORE RD Qk _Z9•5� 2.01 ------ EL112 .0 ~� CP #8 I � I I I I I � C3 C7 Z I I C 2 �Z I .EXHIBIT 'B' I I I � I ' I � I � I � I I � �~ 1 �1 200 100 0 200 400 600 PO TwDEVELOPMENT SCALE IN FEET AINAGE MAP GRAPHIC SCALE DATE: Nov 14, 05 5:00pm by.mnieto FILE:L:\05\5006\P ROD\Reports\Hydrology\5006--1)R02.dwg N MASSON & ASSOCIATES, INC. PLANNING • ENGINEERING • SURVEYING 200 E. WASHINGTON AVE. w SUITE 200 v ESCONDIDO • CA 92025-1816 TEL (760) 741-3570 V FAX (760) 741-1786 . www.masson-assoc.com REVISED Q PER CITY REQ. 144 PHO. T. 'P.' G 1 04 ZOOfi V.D. 1 RAC ITY 006EQ.D. PAR. TRI. 16 5 GAL 5 GAL I I PLANTING x X w 11 r. �. 11 �. ., -. • .. p . rt 0 * o rr r • • • . 6" CONCRETE MOWCURB TYP., a 0 0 0 « � g o o o 0 SEE DETAIL 15, SHEET L--3. q 0 SYMBOL ABBREVIATION BOTANICAL NAME COMMON NAME SIZE NUMBER REMARKS .. - O o 0 ' ^ TREES: 00 4 TO 1 MOUNDED PLANTING X.: 0 INC; I x x o° BRA. POP. BRACHYCHITON POPULNEUM BOTTLE TREE 15 GAL. 18 DOUBLE STAKE /HEIGHT 7-8' SPREAD 2'-3' MIN. 30" MAX. HEIGHT TYP. x x �,. o W x a q • . x - t. 0 1 1 COC. PLU. COCOS PLUMOSA QUEEN PALM 8' BR.TR. 6 PLANT PER DETAIL (.., � � UN x % O PAD A x'x ::tf: ° PHO. DAC. PHOENIX DACTYLIFERA DATE PALM 14' BR.TR. 13 PLANT PER DETAIL z 6,300 SF± x x (RETAIL) o PLA. A. 'B.G.' PLATANUS ACERIFOLIA 'BLOODGOOD' LONDON PLANE TREE 15 GAL. 12 DOUBLE STAKE /HEIGHT 7-8' , SPREAD 2'-3' MIN. 0 00 V) .r•I xxx :�• • xxx; :-;� TYPE-V-N.R FULL SPRINKLERED r x LjJa-• .0 0 PRU. C. 'K.V.' 30-24 BOX SINGLE STORY-MAX.HT.35'-0• ,�x T I x PIN. TOR. PINUS TORREYANA TORREY PINE 36 BOX 17 DOUBLE STAKE /HEIGHT 11--14 SPREAD 5'•--6' MIN. �---- 00 xxx ,-i:. _..... x.x I x 0 POD. GRA. PODOCARPUS GRACILIOR FERN PINE 24 BOX 98 DOUBLE STAKE /HEIGHT 8-10 , SPREAD 3 -4 MIN. _ W z 10-36" BOX x o x x x o 9 • PRU. C. K.V. PRUNUS CERASIFERA KRAUTER VESUVIUS PURPLE LEAF PLUM 24 /36 B. 26/14 DOUBLE STAKE /HEIGHT 8-10/11--14 , SPR. 3-4/5 6 MIN. J L N x • , , 1 , n u ► r / Xx � x X X -, : o • • QUE. AGR. QUERCUS AGRIFOLIA COAST LIVE OAK 15 GAL. 18 DOUBLE STAKE /HEIGHT 7-8' , SPREAD 2'-3' MIN. (� Q.v CD U xxx ® h o, I ° ROB. A. 'P.R.' ROBINIA AMBIGUA 'PURPLE ROBE' PINK FLOWERING LOCUST 15 GAL. 28 C. DOUBLE STAKE /HEIGHT 7-8' SPREAD 2'-3' MIN. 0 RAP. I. 1389 % x x I o x x xxxxxxxx xx SHRUBS: �--.p Z &o 5 GAL X: I ® A .A.' AGAPANTHUS AFRICANUS 'QUEEN ANNE' LILY OF THE NILE 1 GAL 1466 FULL & BUSHY OCM La aN x x ® < I BUILDING "B'" • x o0 DIE. VEG. DIETES VEGETA FORTNIGHT IRIS 5 GAL 734 FULL & BUSHY p �n 9,000 SF±(RETAIL) �U [L' � ;•'t�- x " ° X I I I TYPE-V-N.R FULL SPRINKLERED ESC. ERA. ESCALLONIA FRADESI ESCALLONIA 5 GAL 423 FULL & BUSHY J v C� x I SINGLE STORY-MAX.HT.35'-0" W C] +.. o• ® < I 0 HEM. HYB. HEMEROCALLIS HYBRIDS DAYLILY 1 GAL 721 FULL & BUSHY 50% ORANGE & YELLOW Q ESC. ERA. 423 :� -•.I ( ) ILI, • I -�- PHO. T. 'P.' PHORMIUM TENAX 'PURPUREUM' PURPLE NEW ZEALAND FLAX 5 GAL 144 FULL & BUSHY 5 GAL �_-. -.r:I _ ° (D PIT. T. 'V., PITTOSPORUM TOBIRA 'VARIEGATA' VARIEGATED TOBIRA 5 GAL 114 FULL & BUSHY w�- fi 2 CHINESE WISTERIA AND 9 0 LILY OF THE NILE LOCATED 0 RAP. I. 'C.' RAPHIOLEPIS INDICA 'CLARA' INDIAN HAWTHORN 5 GAL 1389 FULL & BUSHY IN THIS PLANTER.I VINES. I. • 'y � x x I`•--,' �.= o 0 1 -Aram^^ PAR. TRI. PARTHENOCISSUS TRICUSPIDATA BOSTON IVY 5 GAL 16 ATTACH TO WALL x''` •.:1`:�;. *' o oa ' � WIS. SIN. WISTERIA SINENSIS CHINESE WISTERIA 5 GAL 35 ATTACH TO POSTS X x -���•'� POTS PROVIDED BY OWNER W/ LOADING , x x '.I- "' ° x x x x* ONE PURPLE NEW ZEALAND FLAX LAWN: x f ' �r o FES. ARU. FESTUCA ARUNDIACEA WATERSAVER 2 FESCUE HYDROSEED AS REQD. 12 LBS. — JILL TAKER 0 (951) 453--4678 AND PLANTER TECHNOLOGY' INSERT � ' � / 1,000 S.F. FOR IRRIGATION & DRAINAGE •M - o x * (TYP. FOR 5) MULCH & GROUNDCOVER. UILD�NG IlCn •T • "':'M' WOOO MULCHF50/5d GOLD, OVERS COLORED WOOD MULCH 3" MAX. AS REQ'D. 2" DEEP-TIERRA VERDF: INU. (949) 551-0363 10,000 SF±(RETAIL) T _ � 'TYPE-V-N.R FULL SPRINKLERED x *, jj 1 SINGLE STORY-MAX.HT.35'-0" if 110 2p 17 ti i x w x x ' •� i o ° -- 2 CHINESE WISTERIA AND 8 � ~� 4 - ` AS REQ'D. WOOD MULCH LILY OF THE NILE LOCATED = IN THIS PLANTER. w w -- ,.. - : - — ® _ a 3 MAX. O�f'yN -' PARKING LOT LIGHT TYP. ..... . - - -x E CALCULATION �� y�P:.,.. .l,. C�-- � PARKING LOT THE oo/ 101, f I REQUIRED ACTUAL PLANTING REQUIREMENTS: TOTAL PERCENT PIN. TOR. 17 •• 734 •` - o x � DIE. VEG. • x x x f/ . j� x I 36 BOX TREES 50 20 36 BOX ;tf: x o � I SHOP 11 D11 1 TREE PER 4 PARKING STALLS 67 96 • -•.,,• .... x q 6,385 SF± 5 GAL (267 STALLS) 24" BOX TREES 124 50 , x (RETAIL/FOOD) 15 GAL. TREES 76 30 x TYPE-V-N.R FULL SPRINKLERED x �I SINGLE STORY-MAX.HT.35'-0" x TOTAL TREES 250 100 SIGHT DISTAN E 4 r" 36" X 4 1 x 6 CC o 8' BR.TR. PHO. DACi. 1 3 X xX x xx 14' BR.TR. �. ' ® ® # �• x x X x x o I _ _ 2 CHINESE WISTERIAAND 8 _ '' PLANTING NOTES 0 .-. 28 ROB. A. 'P.R.' x x I h x w.r ...�r�rr �r ....r y .ter ^. ♦ °..;; - I LILY OF THE NILE LOCATED O .- 1 IN THIS PLANTER. . 15 GAL. 1. CONTRACTOR SHALL. APPLY "ROUND UP" HERBICIDE ON ALL 0 P ` . PLANTING AREAS PRIOR TO PLANTING AS PER MANUFACTURER'S :•;-. -_ X RECOMMENDATIONS �• X xx . .• 1% - x 2. CONTRACTOR SHALL APPLY "RON STAR" PRE-EMERGENT HERBICIDE x x 21 ® X x x x ° ' AT 3 lbs. PER 1000 s.f. AFTER PLAN77NG AS PER • x x x q4 x �x X POD. GRA. 98 x X -f x °' o x I o � 18 B RA. P O P. MANUFACTURER'S RECOMMENDATIONS.(ONLY ON NON--SEEDED x - x O x 24 BOX x x O O° AREAS} " x �k' x XX 1 "o a x x0 xx x . _• x X x X x x � 15 GAL. 1:1. IJ 13 ;,X ° o O N J. ALL PLANTING SHALL CONFORM TO THE CITY OF TEMECULA STANDARDS AND SPECIFICATIONS TRANSFORMER xX �� � N " 35 WIS. SIN, 4. SOIL TESTING: x f OUTDOOR SEATING AREA, ARCHED SEAT WALL, SEE ARCH, S PLAN o o ♦ CONTRACTOR SHALL PROVIDE A HORTICULTURAL SOILS x x � , � O - x . Q xXx q �_ xaa . ,° x 5 GAL ANALYSIS PERFORMED BY A LABORATORY OF 7T-IE V.JX :� f xx ..4 xx ' CALIFORNIA ASSOC. OF AGRICULTURAL LABORATORIES. Z x"x �•. - x x o 0 0 CONTRACTOR SHALL ADJUST SOIL AMENDMENT xxx PAD E __x x o - xx q a o RECOMMENDATIONS TO CONFORM TO SOIL ANALYSISZ x•x :J'--. 10,000 F± o *, o 0 x �, 0 114 PIT. T. 'V.' • = o (RETAIL) _ x o (D RESULTS AS REQUIRED. `� x ° x o 0o x x � x q x X 4 TYPE-V-N.R FULL 5 RINKLEREDn x t`" 5 GAL 5. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE OF ALL x SINGLE STORY-MA .HT.35'-0" x, x x x PLANTING AREAS ON SITE AND SUBSURFACE DRAINAGE FOR �- xX / �. X ::- xx x x x x xx ••- '-r1" 0 6 CHIN SE WISTERIA AND 13 �°x x ENCLOSED PLANTING AREAS. Z x LILY OF THE NILE L CATED x° ° TRANSFORMER rlr� IN THIS PLANTER. x°x V y�. �` I x TRANSFORMER CONC. AROUND FUTURE PAD TYP. 1466 AGA. A. Q.A. ® 6. THE CONTRACTOR SHALL CAREFULLY INSPECT THE SITE AND „ VERIFY ALL THE CONDITIONS AND DIMENSIONS PRIOR TO • I I I PROCEEDING WITH ANY WORK. NOTIFY LANDSCAPE ARCHITECT Q ;, _..F:• I x 1 0 1 GAL AND OWNER /F AN'►' INCONSISTENCIES OCCUR. 0 o q o 0 =•= �FES. ARU. AS REQ'D. Y w �. « p a.• xi * +�� .� � y , . � + o x x _ 0 7. THE CONTRACTOR SHALL REMOVE ALL WEEDS, ROCKS, DEBRIS AND OTHER EXTRANEOUS MATERIALS FROM THE JOB SITE PRIOR HYDROSEED X *' ' "� ---�^ X x x *,� 1 TO PROCEEDING WITH ANY WORK. • _ x x x x 12 ISTING '� o 0 0 X ( x " ' o HYDROSEED MIX #1 1 8. ALL PLANT MATERIALS SHALL BE HANDLED OR STORED 50 THAT 1 C � � x x ,� p a . ,� x X x � p _EuQ4LJYPTUS TREES TO ' ---�"'"- ' '� � SHOP "F" x o x x� FUTURE PAD "�u THEY ARE ADEQUATELY PROTECTED FROM DRYING OUT, FROM .-. r�"� BE_RF_M�VED TYP. i x SUN OR WIND BURN, OR FROM ANY OTHER INJURY. 0 1 - 7,000 5F± x 7,000 SF±(FOOD) x x (R ETA I L/FOOD) ® xX x TYPEE STORY -MAX.HT.3 '-0 9. THE CONTRACTOR SHALL APPL Y TO ALL SHRUB PLANTING AREAS ED X x 4 I x SINGLE STORY-MAX.HT.35'-0" •. 18 A R. ' A 2" LAYER OF "50/50 GOLD OVERS" WOOD MULCH OR EQUAL, X U- R.C'WD. SITE/,/4� r__ ° CONTRACTOR SHALL PROVIDE � TIERRA VERDE /ND (949� 551-0363. � xxx �' a ' r~~-'i 1 x ° 15 GAL LANDSCAPE ARCHITECT WITH SAMPLE FOR APPROVAL PRIOR TO INSTALLATION. (a) x x V.A.P. it i { x ® FIRE DETECTOR CHECK x x z z xxx o __�, o x 8' CONCRETE MULTI-USE TRAIL x 6 10. CONTRACTOR TO VERIFY ALL PLANT QUANTITIES SHOWN ON PLANS. - x \ 1� N❑ ti• iP A 1�x x ( ► , Ti- 21 � o x X x x ,,- 11. SEE SHEET L-3 FOR DETAILS & SPECIFICATIONS. , 36 xxx � t CHL11k, ,,1NATIf�G ; pax � x '�.� � 'x • • � � � � �~� xX 36 Wo �, . 12. ALL ABOVE GROUND UTILITIES SHALL BE SCREENED W/ PLANTING. CO 9 ,f ,yy�� �.,p x x 0 0 0 ^: • X 721 HEM. HYB. a SHOULD UTILITIES BE RELOCATED, THE AFFECTED AREA SHALL BE Q z _ x x 3/ � JD fi-1 I V�� r+ 0 h � r + � � o o _ o � -0x x o �, h ' * x xxx _ REDESIGNED SO AS TO ACH/EVE FU SCREENING. CL xi 4 J X x .� o ° °° ,, . + ' ..: .�.._ f_. .�_-�,• - - y � � - -. �.""�"l GAL FULL x _ ---- -- � , u . o -.. . ..- •-: . �- 13. ALL PLANTING SHALL NOT INTERFERE W TRAFFIC SITE LINES. cc o _ •_• - .;'-r� __. 1 ,DISTANCE CO ___ ---a a ;; X ^_ " x x o 0 0 _ -,•';�:. j-•. ..� .. •. •. _ ���� 14. CONTRACTOR SHALL TURN OVER SOIL AMENDMENT VERIFICATION TICKETS W I"' Q x r__ .---;r- " f �, x o - :r ',' '<< _ •,' - :..__ r.: :... ;- - :-=ti• -�_ .,1t:. I`,�. TO THE CITY INSPECTOR. U _ _ • 'f ��- 15. INSTALL ROOT BARRIERS WHERE TREES ARE PLANTED WITHIN 5' OF HARDSCAPE. W 0.EXISTING FENCE TO REMAIN TYP'.� ; x f xxx xx o r • �.• =--�~.:-- t-t v�•�•. -�„•�.- •-•` .• :. 5 / I w •* . i -, �� 1, - .. •.••-'.-:r , •- , , + 16. CONTACT THE CITY FOR FINAL INSPECTION WHEN ALL WORK IS COMPLETED X L_ -- , , ► ► ; .? -. ,,. •:s ti=. -. Y__ Y•; 12 PIA. A. B.G. x o 5 ; a�= �\ j •- -.__ ' -.L., .: -, - 3 RAIL FENCE TYP. a - T�6 Y, % r 1 �''r�4 ;:•' .,: •-; SIGHT DISTANCE 15 GAL. m 2 X x x ~ AG %E BUTTERFIELDW -7 W z SII'E CALCULATIONS E O SITE AREA 283,500 SQ. FT. z HYDROSEED MIX #1 drawn: V.D. GROUNDCOVERS WITH COLOR LAWN AREA 7,387 SQ. FT. 11% OF LANDSCAPING MINIMUM % checked: V.D. PURITY GERMINATION LBS/ACRE PLANT NAME SHRUB AREA 61,524 5Q. FT. 89� OF LANDSCAPING TA T N AREA 68l,911 SQ. FT. 24� OF TOTAL SITE GRAPHIC SCALE date: 11 1 5-05 95 80 4 ALYSSUM 'CARPET OF SNOW' TOTAL LANDSCAPE SCAPE 30 0 30 60 120 70 85 10 GAZANIA RIGENS 'SUNBURST' LANDSCAPE AREA IN R.O.W. 9,331 SQ. FT. SHEET 1 30 INCH = FT. of 3 sheets PLANTING PLAN JOB NO. 04-198 ALL IDEAS, DESIGNS, & ARRANGEMENTS REPRESENTED HEREON ARE THE PROPERTY OF ALHAMBRA GROUP LANDSCAPE ARCHITECTS & SHALL BE USED FOR THIS PROJECT ONLY EXCEPT WITH THE WRITTEN PERMISSION OF SAID ARCHITECTS. ANY CHANGE MADE BY PARTIES OTHER THAN SAID ARCHITECTS SHALL RELIEVE ARCHITECTS OF RESPONSIBILITY FOR THE FACILITY CR AFFECTED PORTION THEREOF. CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO THE START OF ANY WORK & SHALL REPORT ANY DISCREPANCY TO THE ARCHITECT. Appendix D Educational Materials D-1 m o O �PIftS!t118$Iflfl'. x � t eK Imcre too in other FREC poduhon informat.on? Call 1-800-506-2555 to order anv of "he fellol materials or presentations: R1atenrrs� >m A Horne Garden Caro Guide --kDNII. Outdoor Activities Brochure ///►^^� 1f t'f 'TTT```^^^ � nv:renold Ha CalendCallendar(omenCrhle l non 'Household Hazardous' JVaste Collection Schedule Pre„entations: n,y„ - Garcon Workshops at local nurseries i — Classroom Presewaeon„r{ 12 Civic.ik'otaiv'Ploever Chro Presentations t r" 'tr, — Group Activities LOCAL SEWERING AGENCIES IN RIVERSIDE COUNTY. 1-r City of Beaumont ( 09)76 521) Ldv or Binning (a09 922"3'30, 4h' r -#r ,a..,41 . Cityo. Blythe (909-922 6i61 " y .r 'a' a T`"r " NP Ctt} o Coachella { 60)'91 5008 i"* ry Coachella Valley 4Yater (160) 08 2651 7 13 M ' City of corona (909) ran 2259 o.'a,,�'✓ " Cese.n Center CS,51 60)22 ;201 Eastern Municipal Water 909i c"8.>777 Elsincie oalley fAWD tar t)0r4314e" Farr,Mutual Water Co (90<Q)a 4.1:198 Idylhyild Water District i9U91 059 2153 Juruo'a Community Service t 365)f a°'434 --- i Lake It'. met MWID (H+ 9)6 5-671 Lae Lake Way r Di5(r(Ct (crg)277 14 k M 1 cri Alr Reserve Base i9091 656 7000 �--. - - — forSpring Water ( ) 329 City o Palm Sprinos t 801 323 8242 P242 Rancho Caballero (000) 80 9272 Cit Rancho California`rater Ripley,GSA 462 i c07 9 2 909 Ru idoux Ccm unity (909)i 54 7550 Cih, of Riuer3ido 9097 Silent Palley Cluh ICC. ( 09)849 1561 valley S=an(tar District irf 0 ,,}: 356 Ilht Wosiem Munici tal Water ( 041780-d17{i t Story-nW terWo t OTECTI("?N PROCiRR.fV1 Vitt i{lI YOU`�� ������1�2 11r7,:SM ill t ietx,n,xlrnt Sou 'wr r-.I t ¢4t 9. rr st rr (^ drr a rt a.a c t nn,n_ i e, • D-2 i . n� yot kow . where the water should go? ary Riversideuritv has e drains.o aThe storm systems-went is - e storm Grain s stem is designed to prevent flooding by carrying excess ,i- — rainwater away from streets.__its not designed to be a waste disposal system. Since the storm drain system does not provide for water treatment, it often serves 4 the unintended function of transporting pollutants di rectly to our waterwa ys. UnFke �t�rr. drtirc are riot \- rorter.r;.trr3ir-atne -plz:rd- h ✓fir- o'ir=c+'y ±o durlccal str•;a:*rs.rivets and 12kce;. Non-stormwater discharges such as washwater generated from outdoor Soaps,degreasers,automotive fluids,litter,and a host cleaning projects often transport harmful of otter materials washed aoffbuildin s. sidewalks, pollutants into storm drains and our local cs. waterways. Polluted runoff contaminates plazas,parking areas,vehicles.and equipment can all local waterways and poses a ±hreat to l Polluteowwaterways groundwater resources, h t11es and Gonffitot Riverside , y ,0 F,16 d "fi Wa tcli Protection Program fi ne, preventing poilnticn is mucl. bass anc Irss .;o�,,, tF.an deal nci up rtel The fact, the Ci ties and Cruntyuf Riverside`ktorrA ntedClea- 'Vae F;o:ecnonPro,rani nfort i r,si:,ent, am buss essas of pcilution pr ventiou r tl.nessu;l tt.ose d rj : ci ri Ns gamphle[. The Cities and Gct:nty o; R.,erside mar a.optau ur,irarces to, storm^.pater m ,emer. anc di cn irce control. In acccroance vvah s,_,te a w federal a" . osc ocal _-r rmty ttr crGiin2i.ces prohibiEthedschargecr„r�stesInto(tic tomldrainsistcm'_'riocals,a 3 c�;ater t ncn-stonylw krr disdhai gas co,)fair irg, oil. grew lefergaes. .:uyre ,r s. t ash ,r �u!.er v...afe I materials. 74 PLEASE NOTE: The discharge of pollutants into the street gutters, Munn drain system, or waterways - without a Regional water Quality Control Board permit or waiver-is strictly prohibited by local ordinances and state and federal law. • D-3 fl,;M � wi+`s� .ygrt»'w:'-� dim... �: fi .,,.� s�,� @I d'-',iv a®g'' '. ^S-a'rTts„�. �n • lM �Y ® 4Po 8 � 8 m Aa` Everyday activities in our communities can affect the quality of water in our war waterrunoff, the combined effect of an entire community within the watershed c Car VUashing and Repair arpettllpholstery Cleaning ® 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 or storm drain system, street,gutter or storm drain inlet. • Repair leaking vehicles promptly. Use (TIPS) Makc sure =he profess MMls dvil't use absorbents like cardboard, cat litter, cloths, the storm drain to empty their tanks, etc. to safely catch spills. Sweep up used P:ratessicnzts should dlsposr of the cleaning absorbent materials and place in the trash. sch,ticaas down a sink or toilet. orreturn 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, phrake sure they don`t use the Sturm drain? • If you change your own ail or antifreeze, be sure to recycle it!Call 1-800-CLEANUP for the nearest disposal location aYOU are the Solution (TIPS) use a commercial car wasp;. Car tvasN t® SturmWater Pollution! facilities are designed to capture all waste water.if an auto service center changes the oil, make sure tfvey r'iuert waverrur away trotE.av�rn`and'Yard Care streetgutters and storm dr'air,inters. ...�:,: Don't use chemical pesticides or herbicides unless r you have a major problem and never apply if rain is forecasted. Read labels �' OnG a , aisonry and e oaretcliy,inc apply spat rgiy_ rn x Tn f6sphalt Repair 0 Limit lawn treatment apple cation of chemical .�, r,'x_E - weed killers and fe vlize s, Be swe that your 0 Set up and operate small mixers on heavy lawn is appropriately watered mowed, tarpsordropulothstocontain material spills. thatched, and aerated. Try less-toxic alternatives for the yard and garden, Cali G 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 Gt.iide to I ieip Protect Our street gutter or storm drain system. Environment. Clean up with a groom. NOT A HOSE! Fine 0 Don't blow or rake yard waste into thestteetor particles may be washed into a dirt area-but gutter.Sweep up the leaves and dippings in a notinto the street gutter orstorm drain system. trash Canorstarr,,a compost pile. If you are renrnrating your landscaping, think (TIPS) it the work is contracted, have your erosion control. Prevent dirt and debris from contractor establish a cleanup aroa before starting the work. Try to ahnirnize The use ell, washing intostorrndrains_ wafer in the clean tip. Zell youe contractor that 0 Pick up pet waste and dispose of it in trash anshng trucks orarquigrnent irr the street or near cans. Always remember to pick up after your asiorr;tdraUtisifdegalanditendargLrsMidlifei doawhen you take it tor awalk. • D-4 ffiEMU ershed. While individual homes might contribute only minor amounts of polluted an seriously affect our rivers. takes and streams. Loyetu$QQJQani hgA Painting Deplete the chemicals in the pool water, Use your home pool chemistry test kit to i Send dirty cleaning waterdown asink ortoilet, verify the pool water is free of all not into the street gutter: or storm drain chemicals. system. > Drain coal water to landscaped areas.. ® Try non-toxic alternatives,Call 1-800506-2555 awns, yards, or any area that will absorb to order a FREE brochure on environmentally most of the water You may have to drain friendly cleaning alternatives for the home. the pool grater over a period of a few days to callow the landscape areas to absorb ® Never clean brushes or rinse paint containers most of the water. into the street. gutter or storm drain inlet. Clean latex paintfrom brushes in n sink.Filter >' Avoid cischarging pool water into the and reuse thinners and solvents for oil based goiterrorstormdrain. paints, " Divert filter rinsewater and backwash into ® Dispose of unusable paints, thinners, thinner andsrypedorabsorbentareas. residue, and cleaning products at a reflection event.Call 909-358-5256orwww.rivecoeh.ora , for the date and location of the next Household ONLY Hazardous Waste Coilemion Event. IN E CHAIN (TIPS) Empty or dry paint carts nta,y go in with regular household garbage—remove lids first, K r=R n�. v • before disyos<tt_Let yourfrierals.relatives and isep 4 S rstQrr`Maintenance neighbors know that storm drains fiow directly to local rivers, lakes and streams without 0 If you use a septic systern, make sure it is treatment,NEVER dispose In a storm drain. functioning properly. Overflowing septic systems release ray:sewage that can flow to rivers, takes and ground water. causing sar(oust;..�ntamination. Hove often your tank will need pumping � '6l1Spa Maintenance c'epends larach) on the size of the tank. the number of people in the household, and the Control algae by regulating chlorine levels,Do kinds of wastewaterdischargingappliances not rise copper-based algae control producis. yoIUse, If you need to drain your pool water, call your When septic tank service companies are hired local severing agency to find out if e to pump ou`. the contents of the septic tank.. connection to the sanitary sewer line is they must dispose of contents at approved allowed. (More infrrrrrtion on the reverse disposal sites.Call 9(,9-955-8980 for a Hume side] iM r!fntenance Guide. +� If your severing agency will not accept pool ('r.t P) given downspouts and air conditioning ,water into their system,orifyou she cnaseptic condensadon wa?er from hard surface:, unto tanksystam.folfowtheseguidelines: grassandpermeable soil tohelpflterharnrfut substances. D-5 1I"p4J � ` �iephone numllers and Irks. RIVERSIDE COUNTY WATER AGENCIES: I co oraa'ouh (05 )9 -3130 YF' e4 cry or 8eaumnnt W I 13520 "+ k5 City of Blythe (7at1)9 2-516? Ctv ofC.anhe0n (76oi neawe 1 Ccac1tda valley Water District 1760) 93265^ ly"I CryctCo ene t95i)�259 OPsen Cenor,C"A$51 t 0t i.3 03 ' Casten Mun,cirnl'Alater Cutict (951)a 83i77 +? Eismare Valley'A O (n 67 -3146 Farm Mutual A'ater Company (95 )244 41M Cry of Hemet (1 1_65S3rri �� yi Id,upad rrum D'utrict (951 c59-21-3 Jake h etrxwo tee.ricer Cistdct (951 •90 Krl Lake ake' t MWG a4 1.2,7 3£41 a Lee l.aRe roarer Dsh,8.os, (9 I)656-14t4 March ArfcrraR s (7 t, ' 448 Mts9iona Springs Ols¢ia (760)..2H.6a4$ Gtv of Pan Glpm 951 3 a-9272 R r"no CatkaOem (& 17II0 9272 p Ran play, CA#62ia Water JisV(pt t I deb d951 r Cry olux Community ryrvi e ( a1aT70 't1 R shltlnx(ornmun Seces Oistrtct (H i1)r84 401 I Salley Valleyit Club In roast 349 2 01 Valley m Mtaq Gisinv o0. 4 2 00 W< tem'va.li gy al Jester District r551t'975('1/ Yuca'pa V?Ifey'Nalav Owf'ra (90 1�97 5:4 CALL 1-800-506-2555 to: k I Report dogged storm drains or ifecal storm drain diuposal i am reslden5al, industrial, Mo tmcLam and comrnaraal sacs into pcmc I street steam dn)ns arrLo ware;6edids { +s f d tv etato rrurtau^tone dra n pn I4do Pr=ven"ori.tenors. ' L cnta J,e dates aua ones of Not s troll:Flroa d is 6t srru(HHVv) - Collection E'enl - Reque adult,neightwmord.or cassuom preseata'ns. , ,y ,`+ 1-crate rrner,ou ly onwmvnentyi s-races. Rcce to rasscydn9 nfomravon vnd wrrnoroi j vm*ksbop rifomadn. a� ngnenm asm:nssysn eases asa nax anan a ea wOr v srt our(Rlverstde County Floor.Control District websltc at, lo www.Floodconirol co nv�yde,&�yrS � Jam) ,�y b Other h to additional storm drain pollution information: Countyy of of Revere tte E rvieoronvnLd wwwitaW_hy ^„ *tl' a_ _ ra State fen. a[e iNate Pe ovc Ca tsc>izlion Boars, ' r uutmrvk vfowwa n iwa'ayrC.bg_G�a Quality ueslity r,o mcw1v•otr r��l J .euZ,'.to Erw,u,,entzle Fe oik}r,scr oesnwg mrl o^ E�Ai N h'c (Wmolie"cear Lance ma:rznntoMm $F"�a+•' -�`}`e>�2.,". �. $ p 4 swim In JacuZzIan '4 2� y, ypbe}e'ii 3k� 1 1' n) i Ira .P C r I t t 1 P qYf G y r y IIb.W17 a kr ueu t tre t c :x: _ a ,k 3`F'S `iG 1ti1 • D-6 • ��h�.}.�r'S�. : Y� ���, 3.k '+.fs``,�y' j �t* t t'���x��ak`-•''r'L�'e 3'�`�`k�'"��1a�`+�`F."�.?r�t � '`.'q''�'� �`ry�'�� r s eye i i Discharge Regulations Refinishing Pool Surfaces If you are resurfacing your pool, or Requirements for pool draining - f resurfacing the pool patio area, be sure to may differfrom city to city. � l hose down mixers, tools and trailers in a dirt Check with your water p) area where rinse water won't flow into the agency to see if disposal to the street, gutter or storm drain. Local storm sanitary sewer line is water ordinances strictly prohibit the allowed for pool discharges discharge of pollutants into the storm drain (see reverse side for Riverside County water system. purveyors). Residues from acid washing and similar If sewer discharge is allowed, a hose ran be activities require special handling. Never run from your swimming pool pump to the discharge low or high pH wastewater into the washing machine drain or a sink or bathtub. If street,gutter or storm drain. sewer discharge is not allowed, or if your house is served by a septic tank, review the options presented below. Dischaa ye Options If your local sewer agency will not accept pool water into their system, orif you are an a septic tank system,follow these guidelines: : 1. Reduce or eliminate solids (e.g., debris, leaves or dirt) in the pool water. 2. Allow the chemicals in the pool water to dissipate_ This could take %ov up to seven (7)days depending on the time of year. Create a co-op;Iet your neighbor share your pool while theirs is being prepared for draining, then use their pool while yours is being drained. Chlorinated water should not be discharged into the storm drain or surface waters.This includes large pools such as community swimming pools or spas. 1 When the pool water is free of all chemicals (verify by a home pool water test kit) drain pool water to landscaped areas,lawns,yards,crany areas thatwiil absorb the water. 4. You may have to drain the pool water over a period of a few days to allow the landscape areas to absorb most of the water. 5. Control the flow of the draining pool water to prevent soil erosion. Do not allow sediment to enterthe street,gutter or storm drain. 6. Avoid discharging pool water into the street and storm drain system. Water runoff that enters the street can pick up motor oil, pet waste, trash and other pollutants, eventually carrying them into the storm drain system and local surface waters. is D-7 OR RAN 43�0i4grt I �LZ h 71­ Mar i Ming Pooly Jac zzl and Fountain � r Cleaning Filters Algaecides Discharge of pool filter rinse water and Avoid using copper- backflushtoastream, ditch, orstormdrainis based algaecides prohibited. Backflush from pool filters must be unless absolutely discharged to the sanitary sewer, on-site necessary. Control septic tank and dralnfield system fit properly algae with chlorine designed and adequately sized), or a organic polymers or seepage pit. Alternatively, pool filter rinse other alternatives to water and backwash may be diverted to dirt or copper-based pool landscaped areas. Filter media and other p chemicals. Copper is solids should be picked up and disposed of in a heavy metal that can the trash. be toxic to aquatic life. Chemical Storage and Handling Proper Disposal of Fool Chemicals Use only the amount indicated on product If you need to dispose of unwanted abets. pool chemicals,first try giving them Store chlorine and to a neighbor with a pool. If 'that doesn't work, bring unwanted other chemicals in a pool chemicals to a Household covered area to P� Hazardous Waste (HHW) prevent runoff. P ; Collection Event. There's no cost Keep out of reach for bringing HHW items to collection of children and events - it's FP.EE! wall 1-800-506- pets. 2555 for a schedule of HHW events in yourcommunity. Chlorine kits, available at retail swimming pool equipment and supply stores, should be used to monitor the chlorine and pH levels. Chlorine and other pool chemicals should NIEVE-- put unused chemicals never be allowed to flow into the gutter or into $ale trash, onto tLhe ground the storm drain system. or down a storm drain, • D-8 g4.co )� ov;=°.where tVie water 0ct1Ac1l1y goes? e 187 Brains are not � Nconfleclea to sanitary see? systems and f Ifealmeni cants' The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries flow directly into rivers, lakes, and streams. Wastewater from residential swimming pools,jacuzzis, fishponds, and fountains often contain chemicals used for sanitizing or cleansing purposes. Toxic chemicals (such as chlorine or copper-based algaecides) can damage the environment when wastewater is allowed to flow into our local rivers, lakes, and streams byway of the storm drain system. Each of us can do our part to help clean ourwater, and that adds up to a pollution solution. The Cities and County of Riverside have adopted ordinances for storm drain pollution management to maintain discharge control and prevent illegal • storm drain discharge. In accordance with state and federal law, these local storm water ordinances prohibit the discharge of pollutants into the storm drain system or local surface waters. The Only Rain in the Storm Drain Pollution Program informs residents and businesses of storm drain pollution prevention activities such as those described in this brochure. e "u PLEASE NOTE: The discharge of pollutants into the street. gutters, storm drain system, or waterways—without a Regional Water Quality Control board permit or waiver—is strictly prohibited by local ordinances and state and federal law. • D-9 6 fail Inphan nmmbersand links: WATER AGENCY LIST k a in Riverside CountyS101 090 1 V City of Banning r951 li 922 3i3G City of Beaumont 9ti i 789 9520 y���p }� xt,I� City of Slythe 6u)922�t:161 YCIM-001 F4hW, City of Coachella ( c.0)398-3502 c Coachella tape hafer oistrlr.; ( eD1396-2651 x City of Corona (3r 1)736-2259 Cason Center C A#5'.. r 50) r 7-3203OUTDOOR C1 NI G ±+ Eastern Municipal ityater DisMet t°51)923-3777 Elsinore Valley MWD (951 674-3146 ACTIVITIES Farm Mutual'bate:Company c 1r244-4198 �* City of Hemet rt�1} 6a;3712 Idyll-wild Water District (951 o 9-2143NON-POINT SOURCE b Jumpa Communey Sorvicas District (957)3v(r8795 =.n° Lake Hemet MV.1D (971)6 6-3247 Lee Lake Water District (951� 7-1414 March Air Force Base (951)c 6-7000 DISCHARGES Mission Sorings Water District (760t 329-6448 �$ City of Palm Springs ( 60)223 8253 ` Rancho Caballero (951)780 9272 Rancho California Water Distinct (951)296 5,900 Ripley,CSA h�62 ( 60)9 2 4551 y City of Riverside (9511 351-a170 _ Rubidoux Co.mnunity Services District (951)6.34-7580 a y e x x n Silent Valley Club. Inc (951)849-4501 Vail y Sanitary District ( 60)347-2356 tlostern ivlunicipal Water District (951)789-5000 rtx sYxr Yucaipa Valley Water District (900;797-5717W-0s� To report illegal dumping into storm drains or clogged storm drains; please call; 1-800-506-2555 r Online resources include: "4 P°r' For djspos�E ofahaar � . Riverside County Flnod Control District outreach materials page- J Sidewalk plaza flr Rar4tan5� & wwx.floodcontrol.co.riverside.ea.rrs ' . '' - 'k"�. s >@ l J Vehic(ew ass hl si�a�gr* California Storm Water Quality Association Building exterior cleantn x wvnx.casoa ora or www.cabmohandhonMs corn J Waterproa#ina ; rs y: r State Water Resources Control Board, Water Quality x- r e Equipment 0leanmg ar degreast wwwswrctr.ca.«av/stormwtrlindez.htmC '. $v ` U.S. Environmental Protection Agenry www.eaa.00ulipot/p"<homelpreriramsibusorac.htm y • D-10 4t � � ' �mi3Y, 5�dWj 51 �gtH 5 '� F Y Use These fluffleflnes for Oulfloor Clean Do NOT . . dispose of water Do NOT . . , 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 a street,gutteror storm drain. street or storm drain IF ALL of the following conditions are met: CEO . . . dispose of small amounts of 1. The surface being washed is free of wash water from cleaning building residual oil, debris and other materials exteriors, sidewalks or plazas onto by using dry 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). Do . . . check with your sanitary sewer 2. 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 -� {��JQ�- rJrJJ on the back of this flyer for phone numbers of the sanitary sewer agencies in your area. TO REPORT ILLEGAL POLLUTING OF STORM DRAINS DO . . , Understand that mobile auto detailers should divert wash water to landscaped or dirt areas. Be aware that sxCy%ff: 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. www.floodcontrol-co-riversicie.ca.us D-11 � � s ter Disposal USING CLEANING AGENTS: OTHER TIPS TO HELP PROTECT OUR WATER. . . If you must use soap, use biodegradable/ phosphate-free cleaners.Although the use of SCREENING WASH WATER nontoxic cleaning products is strongy encouraged, do understand that these R thorough dry cleanup before washing 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 eceiving 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. DRAIN INLET PROTECTIONICONTAINMENT & - ;_r�4". COLLECTION OF WASH WATER _ r0 Sand bags can be used to create a barrier ' around storm drain inlets. Plugs or rubber mats can be used to temporarily seal storm drain openings. ,vr s I„■, 0 Containment pads, temporary berms or vacuum brooms can be used to contain and collect wash water. EQUIPMENT AND SUPPLIES ry yN.sm 1:x L -.. ��.' Special materials such as absorbents, storm drain plugs and seals, small sump pumps; When cleaning surfaces with ahigh-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 (80G468-4647, 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 (800-558-9966). 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). • D-12 „ Yoi kr�_iiiw where the water actually does? Stem Drains are riot 1NE connected to sanitary sewer systems and treatment wants, The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Pollutants discharged to storm drains are conveyed directly into rivers, lakes and streams. Soaps, degreasers, automotive fluids, litter and a host of other materials washed off buildings, sidewalks, plazas, parking areas,vehicles and equipment must be properly managed to prevent the pollution of rivers.lakes and streams. Preventing pollution is the best way to protect the environment. In addition„ It is much easier and less costly than cleaning up 'after the fact,' � TItC Cities and County of Riverside ” Regional Water Quality Control Board A WATERSHED is an area of land that catches rain and snow, then drains or seeps into a marsh, stream, river, lake or groundwater. Watersheds come in all shapes and sizes,crossing county.state, and national boundaries,therefore many of our activities at home,work or play affect the quality of our watersheds. In accordance with state and federal law to protect our watersheds, the CITIES AND COUNTY OF RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit the discharge of wastes into the storm drain system or local surface waters. This INCLUDES discharge of wash water from outdoor cleaning activities which may contain poilutants such as oil, grease,detergent,degreasers,trash,petwaste or other materials. .1 PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal government and water agencies on what the restrictions are in your area. D-13 nrao� For information on "closed-loop" suppliers to and recyciingldisposai vendors, contact: v , County of Riverside Health Services Agency Department of Environmental Health r at (909) 358-5055. T -- FOOD SERVICE SPILL RESPONSE AGENCY: INDUSTRY HAz-MAT: (909)358-5055 ` F : ,� ?� AFTER 5:00 P.M.: (909)358-5245 013911 HAZARDOUS WASTE DISPOSAL: (909)358-5055 RECYCLING INFORMATION: 1-800 366 SAVE TO REPORT ILLEGAL DUMPING OR A CLOGGED iu STORM DRAIN: 1-800-506-2555 To order additional broctiures or to cbtnln Wo,matbon on ether oollutfon preve ttloa .d dices- i SIC(909j 9551111. artraal �n�au� The Cities and County of Riverside StormWatedCleanWater Protection Program ' .. 1 -800-506-2555 , StormWater races PROTECTION PROGRAM '� f £Stakll'c�' CiTi Grocery�S#Oi'trr� , ro rs tle Ccanty gratefully acdr jes - Sam, Clara Valley hocpojrt Source Pol uor Control Pro am,Alameda ourt wide Ce n Prater P.ograrn and it °nn Bernatdr-o - our ty Sturmw�tw Program for informalion„fwJed in this • D-14 00 si ePoluton 1Nhc� Should Know Riverside County has two drainage systems- sanitary sewers and storm drains. The storm drain system is designed to help prevent flooding by carrying excess rainwater away from streets. Since the storm drain system does not provide for water treatment, it also serves the unintended function of transporting pollutants directly to our waterways. Unlike sanitary sewers, storm drains l are not connected to a treatment plant- they flow directly to our local streams. rivers and Jokes. Waste orwashwa ter gene rated by Pie food service Industryoften contains matenaJssuch aslore wastes,oil,grease.detergents and degir=asers. / These materials can deaw delocalwatemwhen /, allowed toflow into a storm drain system Stormwater pollution causes as much as 60% of our a water pollution problem. It jeopardizes the quaiity of ° t our waterways and poses a threat to groundwater resources if pollutants percolate through soil. riside a e l �e or„ rotes io11 program Since preventing pollution e mach easier,and less costly,than cleaning up"after the fact,"the Cities and County of Riverside Stormlp ater/CleaniPJater Protection Prograrn informs residents and businesses on pollution prevention actfies such as the Best klanagement Practices (BMPs) described in this pamphlet. The Cities and County oP Riverside have scouted ordinances far stormwater management and discharge control. In accordance with state an,4 federal law, these local stormwater ordinances prohibit the discharge of wastes into the storm drain system or iota! sun ace waters. This includes discharges from the food service indusIr tort€ab�ing food =orastes, oil. grease, detergents, and degreasers. PLEASE NOTE: A common stormwater pollution problem associated win- the food service industry°is the discharge of weshwater into alleys and gutters, and the hosing down of outdoor areas_ Often, these activities flush pollutants into the storm drain system, The discharges of poiluiarts is strictly prohibited by iocai ordinances and state and federal regulations. • D-15 • Mimi Cleanin' It Right . . . Proper Storage and Pour mop and wash water into the rnop sink Disposal . . . or down floor drains . . . not into gutters, General cleaners,ffoorcleaners.solvents, alleys, and detergents often I parking lots or contain toxic substances. a storm drain. Read labels carefully and store is Wah greasy equipme t my products roperl,e of chase in designated ll wash areas REMEMBER Don't ,nro.ti which oxic waste into the trash properly e or into a storm drain. 3o connected to report toxic spill call 911. f the sewer system with an appropriate 1-or information on hazardous waste pick-up oil/water separator. Also, avoid washing kitchen mats, garbage containers, and other call(909'358-5055_ items in areas where wastewater is likely to flow into a storm drain. • Grease and Oil . . . Watch Out For Spills . . Handleand dispose of grease property. Save Use dry methods for spill cleanup. Don't hose used cooking grease and oil for recycling in down outside spills. tallow bins cr sealed containers. Never pour Use rags o r grease into a sink, floor drain, dumpster or absorbents such as storm drain. A cat litter and then match out for, dispose of in the and report to garbage, or handle management, as hazardous waste overflowing i = as appropriate. If 91ease interceptors. necessary, mop the Cali (909) 358-5172 x area with a minimum amountcfovater_ lordisposal nformation. �y Everyone contributes a little to the problem of stormwater pollution. Now it's time for • D-16 How `Bout That Outdoor/Sidewalk ®umpster . . . Areas . . . Keepdumpsterand loading dockareas cipan, Sv:eep up fcoe particies. cigarette butt;. and Control It'er by svv eping - don't dose down t,ash ir,,mi Outdoor d tying areas berore rins, rrCielty vhei� grd1Y va U } uhtSy dur, p` dsalKeeo l / closed to ke8p Out s l . you prt,Soure al`aSI9 /r rainwater. Cnor duinc3 -= — _- _ area,, ent an ems_ n of surrounding 7 a, You may be f,tret dy hTrc(errient1ny many of Use Water-Friendly Dtv1f preserr° rr if) dir &OChUre, ✓vv- lei if vou i Gb'8J' any potential • Products . . . prnbielr, irass ,,terse eonsldor uso70I one or VVheneverpossible, purcriasewater-based rnoteoffherecen=r?ten edc dPS. cleaning products. Look for products labeled "nor?-tcixe,, Also, please Note r;>at the Riverside Count,v "non-petroleum based,' C;"7s:'rC?ir,7@f',tc?7 HeaR/'! Dr='I i"?i7i2+1t 'llili �afT7CRonfa-frr'e.' 7 r » ti'Jr` r r'tet't7..t U eS U st r+�tH`)t@t Phoso tatB fr e �� 7r9 aG 7Vtr J r2 jGlta�t y S"C r`Fe Ct.i20 and peffume fteEi r. � .x..�tY .".i tts a trGta�-��i'Os!'.. fat sl 2s 7{N a th or tC.adlly ,rnrw .S P t,t\ Dt pa t 71£c+ saff Js " 'rve at "tt!ties which � biodearadable.' may N,, confrieuting to poilutrcn, ,us.75F°tiaras v 7?! be rr�)viCed 7ndi`ri- use o€ prescribed cs&fr=S in ti to t'-"OChtU6 'vU7Lr art w; Please remember: NO DUMPING ONLY RAIN �!N THE DRAIN all of us to become part of the solutions • D-17 m Oil Rim I For information cn `dosed-loe{ suppliers �� R and recycllnutdisposal vendors, c on:ac4: ` army of Rwt�rslde Healt,-, Se,,vlccs Aaercv . a Department of Environmental NL�,iIh isT at (9fE9r 3`8-5055. AUTO TIE MAINTENANCE SPILL RESPONSE AGENCY: HAz-MAT: (909) 358-5055 CAR CARE AFTER 5:00 P_M.: (909) 358-5245 OR 911 RECYCLING AND HAZARDOUS WASTE DISPOSAL: (909) 358-5055 dt�;q Il TO REPORT ILLEGAL DUMPING OR A .t9 CLOGGED STORM DRAIN: 1-800-506-2555 ri ,,all 99 95- 1 "i. f wn The Cities and County of Riverside StormWaterlC lea nWater Protection Program � r 1 -800-506-2555 _ " e StormWater Best aeegeen"r for PROTECTION PROGRAM Auto Batiy�Shsp Auto Repair hops wll• k„� U�. <<a Car Dealersh� os � ���4 , .,.,,�� L� Gas Statoonss �-. Fleet Service�ESper 'i�.n • D-18 1. Changing Automotive Fluids o oc dr. vrbent mate�a inufar a g ueslcnare art area away Tom storm or weti;ry=,nc.i,ufnclea^urcrn hard totmid-si_ed sanitary c:Yait",S tc chance automotive nuids. Sulks • Col!cc'. or a'ate, and r urC:e motor oil. ® Conwra lage spOs B , 1 alsk Ask or Not anukeezewrasITis>a.r.How ruvogearon o -lour anua3i8ingrr dmins and notifythe ® Drain brake fluid ana, orl er rowncecycLAAes .aU`iaMTas. intca proper con nener and hondle • clre'rglor °st'ob< farriLMmthh zardous s h hwar aces waste. s 7i es r a;o _ and c file rger,c,; 9 We a rrw stor promoures flushing fluid that 63n 3r.. r-cycle' and add:t to the 5. Identify and Control Wastewater waste antifnrm Ke. 1I Discharges Ensure tl r hop Oak and Foor Whs are n ara:'cte t-e s'aria rt s��s.=,r c;x ;+;!tn 2. Working on Transmissions, Engines, iho, iocao aw rsuthc,n r regarrinng„er-iiterag and Miscellaneous Repairs of n0aerre is ements o Keep a d:p pan or c W;d'e ie . in-n ed 9 o 'ft agns fe!ti ct nosa.`of a C ut `.tiakes i ontaver under 'veNde"s to t aKn dams mm'war, :'r^Ins. +,J, feneveryoi..;mrlip hoses,unscre;v @It=ors,or rhange Gans,to ocntaln un Ypsc t .a leaps 6. Fueling Vehicles q t e ui ;p rn er spids, e+a h a ��---r 3. PreventingLeaks and Spills d 3 sc r nt. rather than ONLEAQEQ �q� p a o+n a ter t� evaporate.ra., .�iyi _ ® f v it . pi spHs cy scipyhrig end -.p nc dnp pans �e r r a�s c nc.ht as -,enyou r eve there to arotl e ter ide ei a a Faze Was-. as w r a t-e arc h air i~oa. ' rS � 0 a, r a c mh nc,th and a i • Ronnie" check ecr c men- to wq . up spills a a me f v r eti the area oni pair Asks a rat'. r ! an a price ca a • Race lorge pals or an ariffatabl= pc,Mt;,bie .rntm )p. Germ under wocked cars. ® Daain all Pluids fora wrecked veldides or Too cam-youkeyonam. 7. Removing and Storing Batteries ® Clore batteries indoors.on an open rack. ® Return icfed t .tteres to a ;aLa y oendor. 4. Cleaning up Spills m f- rt in c r eaauffos to c,aysrp # Clean up s rah spins a ,cio:_ spHs. 1 R!tTteQlB le iV USing alm �t rags, ri • D-19 8. Cleaning Parts 12. Outdoor Parking and Auto 0 C'ean Darts in self- t,"' Maintenance contained unit, solvent s;nx, ea" rr eut7i rr ,aas �o-,n extension your -or parts washer to prevent, 1� eri ce b2yor ru✓old t,�nu alto,c.tnrr. solvents and grease from ! e o w-cp-up trash an,.,dirt Dom outdoor narking J entering a sewer or storm - and maintenance areas Do not hose dawr drain connection. arias_ All non-storm rater d:.ad- rges are : i U prohibiter"- L , 0 Dmin work areas to a sanitary drain rath-r 9, Metal Grinding and Finishing than a storm drain. Contact the focal sewer * Catch metal fliings is an ear.:osed unit or on a auThnnty to ,-ter mine if pren-e,tmant is tarpaulin- required. ;,,veep ,lima area to prevent washing metals ntcfloordrains. 13. Washing Vehicles, Cleaning Engines, i and Other Steam Cleaning rr u a cnal .aa eaen, rdearm y 1Nmize 10. Storing and Disposing of Waste +rev to i e,don idived,rurto olar_c3,:aped 0 Store recyclable and non-recy-11abie waste separate., i 'Ato.- ht veriQle5 Mtn biodegradable, • ha e, bete r n, Place la iside waster s ardour or otain Tent e Makasurr nu v stet.J,.e, frorne�� ,nevr arts within a rrt d cv se.-andary containment leaning ifc .rn I u u u; is c;sr-f arged area, inere it may }lob to a strcot. Duller, or storm C Cover outdoor storage auras to prevent ctraEn. contactwith rain water- • Collect used parts for delivery to a scrap metal dealer. 14. Cleaning Work Areas ® S�veeharvacuurmttresiropficerImquentiv. 0 Cann MO.? wcvir areas - dJo not hose do'.9n wore i ea nle the sr- e ei c;g,jaef.Selecting and Controlling Inventory 0 Dc r„_ pcur mop vrater into the arInng ot. tg Furohaserecyciableor non-toxic rnaterials- stieer,gutter or storm urain. • Select "closed-loop" suppliers and !.wchas:; ® Use nor �o-dc ulcannrn prcxiut ts °Whenever !.pplies in bulk_ o s(bie i Please remember: NO aUMPING ONLY RAIN IN�THE DRAII,+� • n-20 rn ll tte Po11Ut1or�py , ..WhGt Ybu Should Know iversioe Couniy has two drainage sfsiews - :.a Jury se erss ranc stony, 0_r8311-,s The atorm drain sVsterr, is designed to help previ,,nt CgGding by calr ing exc:es a.nwater awtay from streets, Since the storm drain system does not pre+,ride for water treat';rem it also serves the unintended funrtstri Ct ff8'1SpO ing.70 1UiarriS nirpr-hv to our Waten,v ays Unlike sanitary sewers, storm drains are not connected to a treatment plant - they flow directly to our local streams, rivers and lakes xL. - y 7 �� Rain c, d wait r<t soft from autoautomotiveh.ips an d ti- bu mHs!iescancarrypoli ntrnateHa ro stormn tea. drains. Examoles ofpclluta n`sirdudec nd,crease � from cars,coppe and asbestos froYi r oom.broke Ilntn(gs, `inc ir'mores_and toxicsfrt r r;rirll' d rhJtiS, Stormwaterpollution causes as much as 60%ofour water pollution problem. It jeopardizes the quality of our waterways and poses a threat to groundwater _- resources if pollutants percolate through soil. ' t�os and boo $y:of Rigersilde • rMatcrlteanater Protection Program axaeLdC�.£xf�rz.�u.✓ ,+_a.eiw ,ws.�r". x Since preventing pClltJtlon is r such easle r,and less coati;J:ma i- G ca no nC up after the P rot. the C;ors and COLinty of :IVerS1 e toma'it/ater!(Ie (1`v},'siff fCiteCt! n 'rC r R; "( fCriTls residents tor': businesses on pollution prevention activiJss such as the Best f` sriugerrent PraGtt.es tRMPs') described in this pamphlet. The Cities and County of Rverslde have dw-d v din( i,":.Cass for sJ?r w Bier rt'•in ge nent :and discharge control_ inac( a U nc& with state and ted < l i - theselocal tur<1 J. t,eF �.dEnancPS REhibit the discharge of val.ltes into the sae rrn 'rs;n system cr is .il_!... f.. . . et rs, r his i-.alu discharges containing oii,antifreeze,casrAne anc other v,,aste inafanss. PLEASE NOTE: A common sturrirv.ate= ucIluticn aoaociaTed +xith automotive shpps and b ne,,ses I's t} 1 using down of E +rc. hots, oa antd -rid other areas. Often. this etl/'.t= flushes DcAutP rh int r f- ^ rn d,r rs stern --he discharges of prl utants is strict;rl prohibited .,u o col orrimarces and -fate and federal regulat ci s 4 t • D-21 Infiltration Trench TC-10 Considerationsh •, +, o Accumulation of Metals o Clogged Soil Outlet Structures a VegetatiorJLandscape Maintenance Silo- Description 1n h�tilllat orr trench is a lung narrow, rock-lined trench w th no Targeted Constituents outlet that receives stornrwater ru uuff. Runoff is stored in[lie 0 Sediment void space between the stones and infiltrates through the bottom 9 Nut ients 0 and into diesodrnatrie, Inliltratioatrenc ties perfo rill well for 0 Trash ■ remnval of tine sediment and associated pollutants. © Metals n Pretreatment Cueing buffer strips, swales, or detention basins is important for limiting amounts of coarse sedunent entering the 0 Bacteoa C • trench which can clog and render the L ench ineffective. © Oil and Grease e lED Organics 0 California Experience Legend(Removal Effectiveness) Caltrnns constweted tivo infiltration trenches at highway • Low a High maintenance staticuLs in Southern California. Of these, one failed to operate to the design standard because of average soil A Medium in iltrntion rates lower than that measured in the single irrfiltra,tion test This highlights the critical need fur appropriate evaluation of the site. Once in operation, little maintenance was required at,either site. Advantages u Provides roo0o reduction in the load discharged to surface waters. a An important benefit of infiltration trenches is the approximation of pre-development hydrology duringwhich a significant portion of the average annual rainfall runoff is infiltrated rather than flushed directly to creeks. n Ifthe waterquahtg volume is adequately sized, infiltration trenches can be useful for providing control of charnel fornruig(erosion)and high frequency(generally less tlleur the a-year)flood events. 0' lanrkry 2003 California Stormwafer BNIP F4'mdWok r of 7 Neer Dv_veloprnent and Redev lopment vrwmr.cebmpf�ndbcroks.r'om D-22 TC- 10 Infiltration Trench ■ Asa n underground BNIP, trenches are unobtrusive and have little imp met aPsite aesthetics. Limitations ■ Have a high failure rate if soil and subsurface conditions are not suitable. ■ May notbe appropriate for industrial sites or locations where spills may oecur. a 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 Hydrologic Soil Types C and D. a If infiltration rates exceed 2.4 inches/hour, then the runoff should be fully treated prior to infiltration to protect groundwater quality. ■ Not suitable on fill sites or steep slopes. a Rik of groundwater contamination in very coarse soils. ■ Upstream drainage area mustbe completely stabilized before construction. ■ Difficult to restore functioning of infiltration trenches once clogged. • Design and Sizing Guidelines a Provide pretreaument 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 Iong4erin 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 plunge pool in series. ■ Specify locally available trench rack that is i.5 to 2,5 inches in diameter. ■ Determine the trench volume by assuming the 4 ()V will fill the void space based on the computed porosity of the rock matrix(normally about 3,596). a Determine the bottom surface area needed to drain the trench within-r2 hr by dividing the WQV by the infiltration rate. SIt a Calculate trench(lepth using the following equation: where: D — Trench depth • 2 of 7 California Stormvmter UIP Handbook January 2003 New Development and Recieveloprnent www,cahmphandbooks.com D-23) Infiltration 'french TC- 10 W0,V = Water quality volume RPV = Rock fill volume SA Surface area of the trench bottom a The use of vertical piping, either for distribution or imlIrraIion enhancerne tit shall not be allowed to avoid device classification as a Class V injection well per 40 CFI2146.5(e)(4). o Provide observation well to allow observation of drain time, o Nlav include a horizontal Inver of filter fabric iust 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 constriction. Stabilize the entire contzibuting drainage area befo re allowing any runo(Tto enter once construction is complete. Performance Infiltration trenches eliminate the discharge ofthe water quality volume to surface receiving waters and consequently,can be considered to have rocoo removal of all pollutants within this volurne. 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 go percent of sediments, metals, coliform bacteria and organic matter, and up to 6o percent Of phosphorus and nitrogen in the infiltrated runoff(Schueler, i992). Biochemical oxygen demand(BOD)removal is estimated to be between ^o to 8o percent. Lower removal rates for nitrate,chlorides and soluble metal should be expected, especially in sandy soils(Schueler, 1992). Potlutant removal efficiencies maybe 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 maybe 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 iurpertneable soils containing clay and silt or in.areas with fill. As with any infiltration BNIP, the potential for groundwater contamination must be carefully corvsidered, 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 Stormwator BPM Haodtxwk 3 of 7 New Developrnenrand Rectevelopment www.catxnpha ndbooks.com D-24 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. These plans should be modified to include the infiltration trench and the contributing drainage area. For e.cm ple, diversion structures can be used to prevent spills from entering the infiltration trench. Because ofthe potential to contaminate groundwater, extensive site investigation must be undertaken early in the.site planning process to establish site suitability for the installation o f 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 ofan infiltration trench. Pretreatment structures, such as a vegetated buffer strip or wager quality inlet, can increase longevity by removing sediments,hydrocarbons,and other materials that may clog the trench. Regular maintenance, including the replacement of 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: a Determine soil type(consider RCS soil type'A B or C' only)from mapping and consult USDA soil survey tables to review other parameters such 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;3o percent clay or more than qo percent of clay and silt combined. Eliminate sites that are clearly unsuitable for infiltration. • a 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 structures(greater than 3o m). Sites constructed of fill, having a base flow or with a slope greater than 15 percent should not be considered. n Ensure that adequate head is available to operate flow sputter structures(to allow the basin to be oflline)without pending in the splitter structure or creating backwater upstream of the splitaer. n Base flow should not be present in the tributary watershed. Secondary Screening Rmved on Site Geolechnical Investigation ■ At least three in-hole conductivity tests shall be performed using USBR 7300-89 or Bouwer- Rice procedures(t:he hatter ifgroandwater is encountered within the.boritJg), two tests at different locations within the proposed basin and the third down gradient by no more than approximately to m. The tests shall measure permeability in the side slopes and the bed within a depth of 3 In Of the invert. u The minimum acceptable hydraulic conductivity as measured in any of the three required test holes is t3 ram/hr. TFany t;esC hole shows less than the minimum oahue, the site should be disqualified frorn further cluisideration. • I of 7 California StormwabJ 6MP llandt7ook January 2003 New Developmentand ReJevelopment wwwxa1Aupfwndbooks.cani D-25 Infiltration Trench TC- 10 u 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. u The geotechnical investigation should be such that a good understanding is gained as to how the storrnwater 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 Caltraus study, with approximately 17 field hours spent on the operation and mainte ranee 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 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 Infiltration trenches are somewhat expensive, when compared to other storrnwater practices,in terms of cost per area treated. Typical construction costs, including contingency and design costs, are about$5 per ft=of storrnwater treated (SWRPC, 1991, grown and 9chueler, 19o7). Actual construction costs may be much higher. The average construction cost of two infiltration trenches installed by Caltrans in southern California was about$Fo;ft�,; 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, infilt ratio n 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. Ill general, inai rite Hance costs for infiltration trenches are estimated at between 5 percent and •2o percent of the construction cost. More realistic values are probably closer to the 2o-percent range,to ensure long-term functionality of the practice. References and Sources of Additional Information Caltrans, Zoos, BMP Retrofit Pilot Program Pro posed Final Report, Rpt. CTSW-RT-of-o5o, California Dept. of Transportation,Sacramento,CA. Brown,W., and T. Schueler. t997. The. bcornomics ofStorrnwaterB.�lPs in the:blid Atlantic. Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD. by the Center for Watershed Protection, Ellicott City, MD. Galli,J. r992. Analysis of Urban BAYP Performance and Longevity in Prince George's County, 161aryland. Metropolitan Was hin ton Council of Governments, Washington, DC. 40 January 2003 California storrnwater HMP Handbook 5of 7 Mew Developrrv�nt and Pi development www.cabmphandbooP--.com D-26 TC-10 Infiltration Trench Maryland Department: of the Environmene(D4DP++,). 2voo. Margtand Storrnwater Desiyn Manual. httn //hvN"Y mde state and us/environmentw<ana/stormwatermanual. Accessed May 22, 2001'. Metzger, l. E_, D. F. Messer, C. L. Beitia, C. M. Myer;, and V_L. Kramer. 2oo2.The Dark Side Of Stornnwater Runoff&lanagement: Disease Vectors Associated XVith Structural B'vrPs. Stormwater 3(2) '''24-39 Sehueler,T. i987.. Controlling Urban Runoff:A Practical 11'anual f r Planning and Designing UrbanBAfPS. Metropolitan Washington Council of Governments,Washington, DC. Southeastern Wisconsin Regional Planning Cormission(SWRPC). 199i. Costs of Urban Nonpoint Source Wa ter Poaut ion Control Aleasures. Southeastern Wisconsin Regional Planning Commission, Waukesha, Wl. Watershed Management tnstituLe (WN11). 1997. Operation,Nlaintenance,and.Wanagement of Storm water Management Sgstons. Prepared for U.S. Environmental Protection Agency, Office of Water, Washington,DC. Information Resources Center for Watershed Protection(CWP). 199-. StormwaterBNIPDesign Supplement for Cold Climates. Prepared for the U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds, Washington, DC, bythe Center for Watershed Protection, Ellicott City, MD. Ferguson,G_K. t99,}.Stor,nwater Infiltration. CRC Press, Ann Arbor, Ml. Minnesota Pollution Control Agency. r989. Protecting Water Quality in Urban Areas: Lest Management Practices. Minnesota Pollution Control Agency, Minneapolis, MN. USEPA. 1993. CuidancetoSpeciryiblanag,!7nentilleasuresforSourcesofNonpointPollution in Coastal lVaters. EPA-840-B-92-ooa U.S.Environmental Protection Agency, Office of Water,Washington, DC. 6 of I Califorma Stnanatater BMP Handbook kanuary 2003 New Developnent and Re Jevolopment vnvw.cetxnphandbooks.cvm D-27 • Infiltration Trench TC- 10 CONCRETE ( PRRKIN(3 LOC LEVEL 3FRFACER-, CHANNA4N / EL f a 'LE99;HAN iX °LUN E „ SIDPF_Fl FnKt .y� 1 as Y IttO DETENTION PAC11Ni P °awl�\ Rtl RATICN MIENCH tN H IIFAGRAVFi a UVFR NA YER f 0AlK RAM-,iT BAKK�W 3RAVF.L t AGGREG4-F I PLAN VIEW I GVERfL'NlBENM� RU NGPE FTS2RSTHRIM1 G ss GRASS (035Ef I0. VVN A£ L RLFi_CL;O DM1 CMTAMI CRA55 / w 1 aCILW TCF 10 HhNYFL;OR CCMCNTATIONmUI- III fa,��Idf \( J - a r n- 2-PFA CJNVF.L FILTRIAYFR III' `_PyU1F(:TNE DYER CG FILTEii r48 R:C TREN CH 32 FF. TOFF_P CLFEN WIT4 LS-1,S INCH D:PYETER CLPN STONE ( L/( Y � .Y3 'II'. (pJ.NKRu4 GitAVELFREfERRE? L I +( UR`3 FILTER C DEEP I�T � (OR FACRIG HGIIVALeNT, I,- 4 ,UNJFF E%FILi PAIL:i 1HHGL:.r-1 MINIMUM l�ITE OF 0 61NCHE5 PER IgllR SECTION January 20W Callfmila Slotrnela[vr MIR Handlx)Tk 7 of 7 New DeveloprnenCaNA (trade veloprrwnf. wwr .cabrnpfM ndfxloks.com D-28 • Water Quality Inlet TC-50 DescriptionDesign Considerations Water quality inlets(WQIs), also commonly called trappir>g a Area Required catch basins; oil/grit separators or oil/water separators, consist of one or more chambers that promote sedimentation of coarse materials and separation of free oil(as opposed to emulsified or dissolved oil) from stortawnter. Some WQIs also eontain screems to help retain larger or floating debris, and many-of the newer designs also include a coalescing unit that helps promote oillwater separation. A typical WQI,as shown in the schematic, consists of a sedimentation chamber, an oil separation chamber, and a discharge chamber. These devices are appropriate for capturing hydrocarbon spills, but provide very marginal sediment removal and are not very effective for treatmentofstormwater runoff WQIs typically Capture only the first portion of runoff for treatment and are generally used for pretreatment before discharging to other best management practices(BNIPs). Targeted Constituents California Experience 0 sedment _ • Caltrans investigated the use of coalescing plate oil/water 0 Nutrients • separators at maintenance stations in Southern Californian. 2 Trash Twenty-two maintenance stations were originally considered for 21 Metals O implementation of this technology; however, only one site © Bacteria o appeared to have concentrations that were sufficiently high to p Oil and Grease warrant installadoriofan oil-water separator. Concentrations of rp Orgarics • free oil in stor7nwater runoff observed daring the course of the Legend(Removal Effecttvenass) study even from this site were too low for effective operation of this technology, and no free oil was ever captured by the device. a Law 0 Hgh ♦ Medium Advantages a Can provide spill control. Limitations o WQIs generally provide limited hydraulic and residuahs storage. Due to the limited storage, WQIs do not provide substantial stormwater improvement:. o Standing water in the devices can provide a breedingground for mosquitoes. o Certain designs maintain permanent sources of standing water where mosquito and other vector breeding may to O Ccrl r. Design and Sizing Guidelines a Water quality inlets are most effective for spill control and should be sized accordingly. ` January 2003 California Stonnwabf r 6FIP Handbook J of 6 Flew Development and Rr_devolopmrnt www.ca bmphandtnoks.com D-29 • TC-50 dater Quality Inlet a Designs that utilize covered sedimentation and filtration basins should be accessible to vector control personnel via access doors to facilitate vector surveillance and controlling the basins if needed. Performance WQIs are primarily utilized to remove sediment.from stormwater runoff. Grit and sediment are partially removed by gravity settling witlun the first two chambers. A WQI with a detention time of i hour may expect to have 20 to to percent removal of sediments. Hydrocarbons associated with the accumulated sediments are also often removed from the runoff duough this process. The WQI achieves slight, if any, removal of nutrients,metals and organic pollutants other than free petroleum products(Schueler,1992). A i993 MWCOG study found that an average of less than 5 centimeters(2 inches)of sediments (mosthv coarse-grained grit and organic matter)were trapped in the WQis. Hydrocarbon and total organic carbon(TOG)concentrations of the sediments averaged 8,150 and 53,goo milligrams per kilogram, respectively,The mean hydrocarbon concentration in the WQI water cohmrn was 10 milligrams per liter. The study also indicated that sediment acetn 1111Mhful did not increase over time, suggesting that the sediments become re-suspended during storm events. The authors concluded that although the WQ1 effectively separates oil and grease from water, re-suspensionof the settled matter appears to limit removal efficiencies. Actual removal only occurs when the residuals are removed from the WQI(Schueler 1992). A 19go reporL by API found that:die efficiency of oil and water separation in a WQI is inversely . proportional to the ratio of the discharge rate to the unit's surface area. Due to the small capac ity of the WQI, the discharge rate is Typically very high and the detention I one is very short. For example, the MWCOG study found that the average detention time in a NVQI is less than o.5 hour.This can result in minimal pollutant settling(API, 19go). However, the addition of coalescing units in many current WQt units may increase oil./water separation efficiency. Most coalescing units are designed to achieve a specific outlet concentration of oil and grease (for example, 10-1 5m!L oil and grease). Pollutant removal in stormwater inlets can be somewhat improved using inserts, which are promoted for removal ofoil and grease, trash, debris, and sediment:. Some inserts are designed to drop directly into existing catch basins, while others may require extensive retrofit construction. Siting Criteria Oil/wager separation units are often utilized in specific industrial areas, such as airport aprons, equipment washdown areas, or vehicle storage areas. In these instances, runoff from the area of concern will usually be diverted directly into the unit,while all other runoff is sent to the storm drain downstream from the oil/water separator. Oil/water separation tanks are often fitted with diffusion baffles at:the inlets to prevent turbulent flow from entering the unit an(] resuspending settled pollutants. Additional Design Guidelines Prior to WQI design,the site should be evaluated to determine if another BMP would be more cost-effective in removing the pollutants of concern.WQis should be used when no other BMP is feasible.The WQI should be constructed near a storm drain network so that flow can be easily diverted to the WQI for treatment(1Z'PDC, 1992).Any construction activities within the 2 of 6 California Stotmwater &ttP uandtook January 2003 New Developrffmtand liedevelopment wvnv.cabmphandbooksxom D-30 • Water Quality Inlet TC-50 drainage area should be completed before installation of the WQI, and the drainage. area should be revegetated so that the sediment loading to the WQI is minimized. WQIs are most effective for small drainage areas. Drainage area,; of o.,l hectares(t acre)or less are often recommended. WQIs are typically used in an off-line configuration(i-e , portions of runoff are diverted to the WQI);but they can be used as on-line units(i.e., receive all runoff). Generally, off-line units are designed to handle the first 1.:3 ccntunetcrs(0.7 inches)of runoff from the drainage areas. Upstream isolation/diversion structures can be used to divert the water to the off-line structure(Schueler, 1992). On-line units receive higher flows that will likely cause increased turbulence and resuspension of settled material thereby reducuig WQI performance. Oil/water separation tanks are often fitted with diffusion baffles at the inlets to prevent turbulent flow from entering the unit and resuspending settled pollutants. WQIs a re available as pre-manufactured units or can be cast in place. Reinforced concrete should be used to construct below-grade WQIs. The WQIs should be.water tight to prevent:possible.ground water contamination. Maintenance Typical maintenance of WQIs includes trash removal if a screen or other debris capturing device s used, and removal ofsedimem:using a victor i;ruck. Operators need to be properly trained in WQI maintenance. Maintenance should include keeping a log of the amount of sediment collected and the date of removal. Some cities have incorporated I lie use of GIS systems to track sediment collection and to optimize future catch basin cleaning efforts. One study(Pitt, r98;5)concluded that WQIs can capture sediments up to approximately 60 percent of the sump volume. When sediment tills greater than 6o percent of their volume,catch basins reach steady state. Storm flows can then resuspend sediments trapped in the catch basin, and will bypass treatment. Frequent clean-out can stain the volume in the catch basin sump available for treatment of stonmvater flows. At a minimum;these inlets should he cleaned at: least twice during the wet seaso n. Two studies suggest that increasing the frequency of maintenance can improve the performance of catch basins, particularly in industrial or commercial areas. One study of 6o catch basins in Alarneda County,California, found that inc reasingthe maintenance frequency from once per year to twice per year could increase the total sediment removed by catch basins on an annual basis(Mineart and Singh, 1.99-1). Annual sediment removed per inlet was 5,1 pounds for annual cleaning yo pounds for semi-annual and quarterly cleaning, and 16o pounds for monthly cleaning. For catch basins draining industrial uses;monthly cleaning increased total annual sediment collected to six tunes the amount collected by annual cleaning(18o pounds versus 30 pounds). Tlrese.results suggest that,at least for industrial uses,more frequent cleaning of catch basins may improve efficiency. B-IPs designed with permanent water stumps,vaults,and,or catch basins (frequently installed below-ground)can become a nuisance due to mosquito and other vector breeding. Preventing mosquito access to standing water sources in BMPs(particulrlrly below-ground) is the best prevention plan, but can prove challenging due to multiple entrances and the need I:o maintain the hydraulic integrity of the system. Biv1Ps ghat maintain permanent standing water may require routine inspections and treatments by local mosquito and vector control agencies to January 2003 Calltornia Stormwalpr BNV Handtxrok 3 of 6 Mew Developrnent and Rk development www.cabrnphandbooks.com D-31 • TC-50 Water Quality Inlet suppress mosquito production. Standing water tit oillwater separators may co tit sufficient floating hydrocarbons to prevent mosquito breeding, but this is not a reliable control alternative to vector exclusion or chemical treatment. Cost A typical pre-cast catch basin costs between S2,000 and$3,00o; however, oihwater separators can be much more expensive. The true pollutant removal cost associated with catch basins, however, is the long-term maintenance cost Fivactor truck the,most common method of catch basin cleaning, costs between $125,000 and $15o,000_ This initial cost maybe high for smaller Phase Il communities. However, itmaybe possible to share a vactor truck with another community. Typical vactor trucks can store between 10 and t5 cubic yards of material,which is enough storage for three to five catch basins. Assuming semi-annual cleaning, and that the vactor truck could be filled and material disposed of twice in one day, one truck would be sufficient to clean between 75o and i,000 catch basins. Another maintenance cost is the staff time needed to operate the truck. Depending on the regulations within a community,disposal costs of the sediment captured in catch basins may be significant. References and Sources of Additional Information American Petroleum Institute(API),199o. Monographs on Refinery Environmental Control- .Managernent of Water Discharges(Design and Operation of Oil-Water Separators). Publication 421, First Edition. Aronson, G., D.Watson, and W. Pism'o. Eualuation of Catch Basin Performancefor Urban Stormwater Pollution Control. U.S. Environmental Protection Agency,Washington, DC. Berg, V.H, t99r. Water Quality Inlets(Oil/Grit Separators). hlauyland Department ofthe Environment, Sediment and Stormwater Administration. Lager, J.,W. Smith, R. Finn, and E. Finnemore. 19-. Urban Stor7nioater3laizagement and Technology: Update and Uses'Guide. Prepared for U.S. Environmental Protection Agency. EPA-60018-77-014-13 PP. Metropolitan Washington Council of Governments (y4WCOG), i9gg_ The Quality of Trapped Sediments and Pool Water Within Oil Grit Separators in Suburban Maryland, Interim Report. 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 Metzger, M. F,., an(]S. Kluh. 2oo3.Surface Hyd rocarboris Vs.Mosquito Breeding. Stormwater dtl):lo. MinearC, P., and S. S ugh. 199q. Stoma Fnle1 Pilot Study. Alameda County tithanRunofPClean Water Program, Oakland, CA. Northern Virginia Planning District Commission(NVPDC)and Engineers and Surveyors Institute, 1992. Northera l'irrjinia BATPHandbookc Pitt, R., and P. Bissonnette_i9S4.Bellevue UrbanRunof'Frogram Summary Report. U.S. Environmental Protection Agency,Water Planning Division, Washington, DC. 4 of 6 Califomia Storunwabs B6tP Handbook January 2003 New Developmentand Redevelopment www.cabmph,indbook-,.com D-32 • Water Quality Inlet TC-50 Pitt, R_, M. Lilburn, S. Nix,S.R. Durranc, S. Burian,,J. Voorhees,and J. Martinson. 2000. Guidancedlanual forIntegrated Wet Weather Flow aMT)Collection and Treatment Systems for Newly UrbanizedAreas(New lMTSystems). U.S. EuviromnentalProtectionAgency, Office of Research and Development;Cincinnati, OH. Schueler,T.R., 1.992. A Current Assessment of Urban Best ktanagement Practices. Metropolitan Washington Council of Governments. U.S. EPA, i999,Stormwater Technology Fact Sheet: Water Quality Inlets, EPA S32-F-99-o29, Office of Water,Washington DC. • • ]anuary 2003 California Stormwater BHP Handbook 5 of 5 New Developmentmid Redevelopment www.cabmphandbooks.com D-33 • TC-50 Water Quality Inlet SIGNa rlef Inlet pipe ,t, ir.,�`�,�>�.4,`�,t,`� �,L•a�/�ky•y yJr,`,J cceas tdanhale [ 9 Access Manhole 7 AcccessslklaMrol1`/1 hr,,H'filhu.pip. p=' 0l1 II Separation G chm iI m 9 Storwaler OuflefPipe CIJ. il c I ................ ,. .. f ,:. .._. .... kl k _ Trash Rack .. 'I U Setlihrent E e Trapping Chamhlin • fit . pill "f" 'r'J.1.r'i.........• . ''114 p s IBI+- . �> �p nn 5� ai ss spin�l ON,RYIi=INN-ep 941"--'Nil'"IH a Lp'311Ya ill 11J a 111" 13 • • 6 of 6 California Stormwater 6MP Handbook January 2003 New Developmentand Redeveloprrla_nt www.cabruphandbooks.com D-34 Water Quality Management Plan (R7QMP) BUTTERFIELD SfIOPPING CENTER • Appendix E Soils Report E-I PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED BUTTT ERFIELD STAGE PROJECT SITE BUTTERFIELD STAGE ROAD AT HIGHWAY 79 SOUTH CITY OF TEMECULA, CALIFORNIA Prepared For: Clark P. Esbensen, Inc. 41623 Margarita Road, Suite 100 Temecula, California 92591 Project No. 600664-001 November 30, 2004 i h r r-,�,..ji cns, It iinQ in - POUF COMPAINY Leighton Consulting, Inc. A L=IGHTON GROUT COMPANY November 30, 20N Proj ect No. 600664-00 i To: Mark P. Esbensen, Inc. 41623 Margarita Road, Suite 100 Temecula, California 92591 Attention: Mr. Mark P. Esbeasen Subject: Preliminary Geotechnical Investigation, Proposed Butterfield Stage Project Site, Butterfield Stage Road at Highway 79 South, City of Temecula, California l Lr accordance with your request and authorization, Leighton Consulting, Inc. has completed a j preliminary geotechnical investigation for the proposed Butterfield Stage project site, located southeast of the intersection of Flighway 79 South and Butterfield Stage Road in the City of Temecula, California (see Figure 1). This report summarizes our preliminary findings and • conclusions regarding the geotechnical conditions on the subject site, and our preliminary geotechnical recommendations regarding the proposed residential development of the site. �OQPOEESS/0�,� . Respectfully submitted, �Q �stNsq �9 3 h 5P S LEIGHTON CONSULTING �0 GE(:) Eo ¢ No. 6716C r.: T w U No. 2307 (gyp �V t h �q� C1Yll m��4 ,ERTIFIED - * ENGINEERIRI NG * ` OF C:.L1E`-" OGIST Scot Mathis, CEG 2307 (Ex > 106) �Q Arasan Singanay am, RCE 67160 Senior Project Geologist OF CA�F�Q Senior Staff Engineer S?vI/AS/mm 6CO664-0015INAL/Pre:im slnibution: (4) Addressee • 41715 Enie onse Circle N_, Suite 103-Temecula, CA92590-5661 909.296.0530. Fax 909.296.0534 -w wv.leianicngec.ccm c00664-001 November 30, 2004 • TABLE OF CONTENTS Seciion Pace 1.0 INTRODUCTION ...........................................................................................................1 1.1 Purpose and Scope.............................................................................................1 1.2 Site Description ..................................................................................................1 1.3 Proposed Development .......................................................................................1 2.0 FIELD INVESTIGATION AND LABORATORY TESTING.......................................................2 2.1 Feld Investigation ..............................................................................................2 2.2 Laboratory Testing..............................................................................................2 2.3 Aerial Photograph Analysis ..................................................................................2 3.0 SUMMARY OF GEOTECHNICAL FINDINGS .......................................................................3 3.1 Regional Geology................................................................................................3 3.2 Site Geologic Units..............................................................................................3 3.3 Faulting .............................................................................................................3 3.4 Seismic Design Parameters..................................................................................4 • 3.5 Secondary Seismic Hazards .................................................................................5 3.5.1 Ground Rupture.......................................................................................5 3.5.2 Liquefaction.............................................................................................5 3.5.3 Flooding .............................................................................. .........6 3.6 Landslides and Rockfalls......................................................................................6 3.7 Rippability..........................................................................................................6 3.8 Surface Water and Groundwater..........................................................................6 4.0 CONCLUSIONS .............................................................................................................7 5.0 PRELIMINARY RECOMMENDATIONS...............................................................................8 5.1 Earthwork..........................................................................................................8 - 5.1.1 Removals and Site Preparation ..................................................................8 5.1.2 Structural Fills..........................................................................................9 5.1.3 Oversized Rock ......................................................................................10 5.1.4 Shrinkage and Bulking ............................................................................ 10 5.1.5 Import Soils...........................................................................................11 5.1.6 Utility Trenches......................................................................................11 5.2 Preliminary Foundation Design Considerations..................................................... 11 • 600064'0O1 November 38, lVO1 (����mi��oe�l ` ' 5] Lat2ral Ea[thPressures and Retaining Wall Dfsion................................................ 17 5.4 Footing Setback.............................. ................................................... ............. 1] � 5.5 Expansion................................................................................... ....................14 5.6 Corrosion......................................................... ........................................... ... 14 ! 57 Slope Stability ........................................................ ............. ........................... 14 � i 5.8 Site Drainage and Erosion Protection..................................................................14 . 5�9 Pre(irniU6ryPa*�n�eqiD[sj�D P3r38l9��r�--...`.—....—.....---.....� 1� | � � | ! / 6.0GE{]TECHNICAL REVIEW................................................................................ ............ 17 ' | 6.1 Plans and Specifications ......................... ..................... ....................................17 ' / 6.7 Construction Review ......................................................................................... 17 i � | 7.O LIMITATIONS ............................... .............—....—.—.....~....^.,..� 18 | ' Figure � FjoUr2 1 —Site Location Map End ofText 2aIes Plate 1 — Ge0[echOio]/ Map End 0fTe_xt .� Apoendic Appendix 4 - References Appendix - � GR0technic3lBoring Logs AppeAjix [ - Laboratory Testing Procedures and Test Results | Appendix D - General Earthwork and Grading Specifications | ! i ' ' / � � � ! �({]htOD � 600664-v^01 November 30, 200? • LO INTPODUCTION 1.1 Purpose and Scone The purpose of our investigation was to examine the geotechnicai opportunities and constraints of the subject property, and to provide preliminary recommendations for the proposed site development. Our scope of services included the following items. • Review of available reports on the subject site and adjacent sites. • Excavation of eight soil borings to a maximum depth of approximately 51.5 feet to determine subsurface soil horizon relationships and provide samples for laboratory testing and analysis. • Laboratory testing of representative soil samples to determine insitu moisture and density, hydrocollapse potential, consolidation parameters, percent passing 4200 sieve, maximum density, optimum moisture content, expansion potential and corrosion potential. • Preparation of this repor� presenting our findings, conclusions and preliminary geotechnical recommendations regarding the proposed development of this site. 1.2 Site Description • The subject site is roughly rectangular in shape and approximately 12.7 acres in size. The subject site is bounded on the north by Eghwav 79 South, on the west by Butterfield Stage Road, on the south by Temecula Creek, and on the east by an existing residential development. The site is vacant and does not appear to have been previously developed. Vegetation in the proposed development area consists of a sparse growth of native weeds and grasses. Topographically, the subject site is relatively flat in the area of the proposed development. Two shallow drainage swales trend westward through the site. Temecula Creek is located in the southern portion of the property, outside of the proposed development area The site ranges in elevation of a high of approximately I IS feet above mean sea level (=I) and a low of approximately 1,105 feet msl. 1.3 Proposed Development Based on the referenced conceptual site plan (_-kEI-CASC, 2004), the development may include approximately 7 retail buildings, a self storage facility consisting of approximately 7 buildings, and associated parking, driveways, and other improvements. The bank of Temecula Creek wZll be rcconfigured along most of the southern side of the development. • 4W L?1011'Ln- 6006o4-00! November 30, 2004 • 2.0 FIELD INVESTIGATION AND LABORATORY TESTING 2.1 Field Investigation On November 10, 2004, 8 hollow-stem auger soil borings (B-1 through B-8) were advanced to a maximum depth of approximately 51.5 feet bes. The borings were sampled and logged by a Leighton Consulting, Inc. geologist Approximate locations of the borings are depicted on the Geotechnical Map (Plate 1). Boring logs are included in Appendix B. During the drilling operation, bulk and relatively undisturbed samples were obtained from the borings for laboratory testing and evaluation. The relatively undisturbed samples were obtained utilizing a modified California drive sampler (23/-inch inside diameter and 3-inch outside diameter) driven 18 inches, where possible, in general accordance with ASTM Test Method D3550. In addition, standard penetration tests(SPT) were performed using. a 2-inch outside diameter (1%-inch inside diameter) sampler driven 18 inches, where possible, in general accordance with ASTM Test Method D 1586. All samples and SPTs were driven with a 140-pound automatic hammer dropping 30 inches. The number of blows to achieve the last 12 inches of penetration or number of blows with sampling penetration depths was recorded on the boring logs (_Appendix B). • 2.2 Laboratory Testing Laboratory testing of representative bulk samples was performed to determine insitu moisture and density, hydrocollapse potential, consolidation parameters, percent passing 9200 sieve, maximum density, optimum moisture content, expansion potential and corrosion potential (soluble sulfates, pH resistivity and chlorides). The laboratory test procedures and results are presented in Appendix C. 2.3 Aerial Photograph Analysis A detailed aerial photograph review (_Appendix A) was performed to evaluate site geomorphic features. No photolineaments suggestive of onsite fault ng were observed during our reNriew. - 2 - - L�iQhton , 600664-00? November 30, 2004 3.0 SUMMARY OF GEOTECHNICAL FINDINGS • 3.1 Regional Geology The site is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. The province characterized by steep, elongated ranges and valleys that trend northwestward. More specifically, the site is situated on the southern margin of the Perris Block, an eroded mass of Cretaceous and older crystalline rock. The Perris Block, approximately 20 miles by 50 miles in extent, is bounded by the San Jacinto Fault Zone to the northeast, the Elsinore Fault Zone to the southwest, the Cucamonga Fault Zone to the northwest, and the Temecula Basin to the southeast. The southeast boundary of the Perris block is poorly defined- The Perris Block has had a complex tectonic history, apparently undergoing relative vertical land movements of several thousand feet in response to movement on the Elsinore and San Jacinto Fault Zones. Thin sedimentary and volcanic materials locally mantle the crystalline bedrock. Alluvial and colluvial deposits fill the lower valley areas. 3.2 Site Geoiogic Units The subject site is underlain by Quaternary-aged alluvium to a depth of over 50 feet. The • alluvial soils generally consist ofbrown to gray sandy silt and silty sand with local lenses of silt and clay. The.upper approximately 5 feet of soil was darker in color and locally denser than the underlying alluvium. This material may be Holocene deposits, which have been partially reworked during previous agricultural use of the site. The site is underlain at depth by the Pauba Formation, a Pleistocene-aged unit containing moderately well-indurated sandstones and siltstoues with occasional conglomerates. The Pauba Formation was not encountered during this investigation. 3.3 Faulting No active or inactive fault traces are known to traverse the site (Hari, 1999; Kennedy, 2000; Morton, 2004) and no evidence of onsite faulting was observed during our investigation. As defined by the California Geologic Survey, an active fault is one that has had surface displacement within the Holocene Epoch (roughly the last 11,000 years). The California Geologic Survey has defined a potentially active fault as any fault which has been active during the Quaternary Period (approximately the last 1,600,000 years). These definitions are used in delineating Earthquake Fit Zones as mandated by the Alquist-Prioio • Earthquake Fault Zoning Art. The intent of the act 1s to require is ult mvesCigahoris on _ j _ 7 ion Ton 60066L001 November 30, 2004 • sites located w th n Earthquake Fault Hazard Zones to preclude new construction cf certain inhabited structures across the race of active faults. The subject site is not included within an Earthquake Fault Zone as created by the Alquist-Paolo Earthquake Fault Zoning Act.(Hari, 1999). The Temecula segment of the Elsinore Fault Zone, located approximately 3.0 miles (4.9 km) west of the site, is the nearest known active fault (Blake, 2000b). 3.4 Seismic Design Parameters Our evaluation of the regional seismicity included a deterministic analysis using EQSEARCH and EQFAULT (Blake, 2000a & 2000b) and probabilistic analysis using FRISKSP (Blake, 2000c). The nearest known active fault and source of the design earthquake is the Temecula segment of the Elsinore Fault Zone, located approximately 3.0 miles (4.9 kin) west of the site. The maximum moment magnitude earthquake is estimated to be magnitude 6.8 Mw. The Uniform Building Code (UBC) established Seismic Zones (often accepted as minimum standards) based on maps showing ground motion with a 475-year return period, or a 10 percent probability of exceedance in 50 years. Leighton Consulting, Inc.'s probabilistic analysis, which was performed with the computer program FRLSKSP • (Blake, 2000c) indicates a 10 percent probability that a peak ground acceleration of 0.60g would be exceeded at the subject site in 50 years. The design earthquake is therefore considered to be a moment magnitude 6.8Mw event on the Temecula segment of the Elsinore Fault Zone that would generate a probabilistic peak ground acceleration at the site of 0.60g (Blake, 2000c). The effect of seismic shaking may be mitigated by adhering to the 1997 Uniform Building Code (UBC) and seismic design parameters suggested by the Structural Engineers Association of California. Seismic design parameters are presented below. Seismic Zone =4 Seismic Source Type =B Near Source Factor, N. = 1.0 Near Source Factor, N,. =1.2 Soil Profile Type =SD Horizontal Peak Ground Acceleration =0.60g (10% probability of exce dance in 50 years) L-cightc 6u0664001 November 30, 200� • 3.5Secondary Seismic Hazards Secondary hazards generally associated with severe ground shaking during an earthquake may include ground rupture, liquefaction, seismic densifica ion, and flooding. These hazards are discussed in the following sections. 3.5.1 Ground Rupture Ground rupture is generally considered to most likely occur along pre-existing active faults. No fault traces are known to traverse the site (CGS, 1990; Morton, 2004) and no evidence of onsite faulting was observed during our investigation. The potential for site ground rupture is considered low. 3.5.2 Liquefaction and Seismic Densification Liquefaction of cobesionless soils or soils of low plasticity can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils or soils of low plasticity below a near surface groundwater table are most susceptible to liquefaction. Liquefaction is characterized by a loss of shear strength in the affected soil layers, thereby causing the soil to flow as a viscous fluid_ This effect may be manifested at the ground surface by settlement and/or sand boils. In order for the potential effects of liquefaction to be manifested at the ground surface, the soils generally have to be granular or of low plasticity loose to medium dense, saturated relatively near the ground surface and must be subjected to a sufEcient magnitude and duration of ground shaking. The subject site is in an area designated highly susceptible to liquefaction by the County of Riverside (Riverside County, 2003). Based on the results of our subsurface exploration (Appendix B), and our past subsurface explorations on nearby adjacent sites, the alluvial deposits on the site contain localized strata of liquefiable soils if shallow ground water conditions exist during an earthquake event. During our subsurface exploration ground water was encountered at 43 feet bgs in soil boring B-S. However depending on rainfall, the ground water will fluctuate seasonally. Based on highest ground water elevations reported in nearby wells (Riverside County; 2003), we have used an estimated high groundwater depth of 25-feet below existing ground elevation for.this site. The occurrence of liquefaction and related settlement, as analyzed requires that the design earthquake occurs simultaneously with the rise of the ground water level to the projected high of 25 feet below existing ground surface elevation. Based on our analysis, comparing the thickness of non liquefiable surface layer vv;th the potential li lin fiabte layers below assumed highest go—Tate,- level, the L-iah'on 600664-001 November 30, 2004 • surace manifestation cf liquefaction related distress to the structural i nurovements are considered low (Ishihara, 1985). The potential total seismic densitication due to liquefaction and dry sand settlement, calculated in accordance with Tokimatsu and Seed, 1987, ASCE, 1994, and NCEER, 1997 will be on the order of 2.0 to 2.5 inches. The potential differential seismic densification (from liquefaction and dry sand settlement) may be on the order of 1.5 to 2.0 inches in a 40 feet horizontal distance. 3.5.3 Flooding Seismically-induced flooding may be related to seiches, tsunamis, or dam failure. Due to the site's inland location and distance from major bodies of water or drainage channels, the potential for flooding due to seiches or tsunamis is considered nil. The site is located approximately 5.5 miles west of the Vail Lake dam, and at an elevation approximately 300 feet lower than the surface of the lake. 3.6 Landslides and Rockfalls No evidence of onsite landslides was observed during our field investigation. Due to the relatively flat configuration of the site, the risk of landsliding, rockfalls, or other similar • instability is considered to be very low. 3.7 Rippabifity The site is underlain by unconsolidated alluvium to depths greater than 50 feet. The alluvium is readily rippable with typical earthmoving equipment, such as single or multi- shank dozers. Boulders (oversized material) night be encountered locally within the site. If encountered, these materials wiL1 generally vary from cobble-size to boulders up to several feet in size. No rock in excess of 12 inches in maximum dimension may be placed within 10 feet of finish grade. See Section 5.1.5 of this report for recommendations for placement of oversized rock. 3.8 Surface Water and Groundwater Surface water was not encountered within the site during our field investigation_ Groundwater was encountered at approximately 43 feet bgs. Due to the location of the site adjacent to the Temecula Creek groundwater may be encountered at shallower depths during g ading. Perched groundwater conditions may occur throughout the site after periods of heavy rainfall. - 6 - ZII�17toI'1 600664-002 November 30, 2004 4.0 CONCLUSIONS • Based on our prelminary geotecbaical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint The following preliminary re ormendations should be incorporated into the design and grading plan. The following is a ssmmary of the geotechnical factors that may affect development of the site. • The existing onsite soils are suitable for reuse as fill during proposed grading provided they are relatively free of organic material and debris. • The shallow alluvial soils are considered to be potentially compressible. These materials should be removed and recompacted. Remedial removals are generally expected to range from approximately 6 to 8 feet under building footprints and 3 to 5 feet in all other improvement areas. Deeper removals may be required locally. • Site excavations may produce oversize rock (greater than 12 inches) which will require special handling and placement at depths of at least 10 feet below finish grade. • Evidence of active faulting was not observed within or adjacent to the subject site. • Based on field observations and laboratory testing, onsite earth materials are expected to possess a very low to low expansion potential. Additional testing should be performed during site grading to verify these observations. • • Limited laboratory testing (_Appendix Q indicates that the on-site soils present a negligible sulfate exposure to concrete and negligible potential for corrosion of underground metal utilities. Additional testing should be performed during site grading to verify these observations and limited laboratory data. • Strong ground shaking and/or settlement (seismic densification) may occur at this site due to local earthquake activity. The design ground motion having a 10 percent probability of being exceeded in 50 years is expected to produce a peak horizontal ground surface acceleration at the site of up to approximately 0.60g. • Groundwater was encountered at a depth of approximately 43 feet bes. Shallow groundwater may be encountered in the southern portion of the site during site excavation and construction. • Unprotected pads and slope faces will be susceptible to erosion. This risk can be reduced by planting the slopes as soon as possible after grading, and by maintaining proper erosion control measures. 7 - '. _e'Oi1:0il 600664-001 November 30, 2004 • 5.0 PeRELIMINAR`l RECOMI r1ENDATIONS 5.1 Earthwork Earthwork should be performed in accordance with the General Earthwork and Grading Specifications in Appendix D and the following recommendations. The recommendations contained in Appendix D are general grading specifications provided for typical grading projects and some of the recommendations may not be strictly applicable to this project. The specibc recommendations contained in the text of this report supersede the general recommendations in.Appendix D. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly in accordance with the recommendations of this report and the specifications in Appendix D, notwithstanding the testing and observation of the geotechnical consultant. 5.1.1 Removals and Site Preparation Prior to grading, the proposed structural improvement areas (i.e. all structural fill areas, pavement areas, building pads, etc.) of the site should be cleared of surface and subsurface obstructions and vegetation. Roots and debris should be disposed • of offsite. Septic tanks, seepage pits, or wells, if encountered, should be abandoned in accordance with the County of Riverside Department of Health Services guidelines. Voids created by removal of buried material should be cleaned out and backfilied with properly compacted soil in general accordance with the recommendations of this report. The near surface native soils that exist on site are potentially compressible or collapsible in their present state and may settle under the surcharge,of fills or foundation loading. In areas that will support additional fill soils or structural improvements, these soils should be removed down to competent material as determined by the geotechnical consultant. For planning purposes, the minimum removal depths for building pads and self storage pads should be minimum 6 feet below existing grade or below bottom of the deepest footings, whichever is deeper for uniform support. For roadways, driveways and parking areas, the minimum removal depths should be 3 feet below existing grade or finish grade, whichever is deeper. Deeper removals may be required if unsuitable soil conditions are encountered during grading. In-place alluvial soils shall be deemed suitable for the addition of structural compacted fill, if found to have a minimum 85 percent relative compaction (based on ASTlvf Test Method D1557). Suitability of ail removal bottoms should be reviewed by au engineering geologist with field or laboratory testing under the supervision of a geotechnical engineer" The removal bottom elevations, lateral removal limits, methodology of testing - 8 - - i;, giiivn 50Goc4-00 i November 30, 200c alluvium and test results of left-inn-place alluvium should be documented in the as- graded geotechnical report. A$er completion of the recommende3 removal of =dirable soils and prier to placing additional fill, the approved bottom surface should be scarified a minimum of 8-inches, and compacted in place with heavy vibratory equipment. The lateral extent of the removals should include the area within a perimeter of at least 10 feet beyond the outermost foundation elements for a given structure or established by a 1:1 projection from the edge of fill soils supporting settlement- sensitive structures downward and outward to competent material identified by the geotechnical consultant. A structural setback will be required where complete removals are not made. Care should be taken when excavating along existing structures and propery lines. Excavations adjacent to the existing structures or roadways should be performed not to undermine the adjacent footings and roadways. We recommend excavation be performed in segments approximately equal to the width of the equipment. The equipment width "slotted" excavation should be backfilled and compacted to 90 percent of the maximum dry density as determined by ASTM Test Method D 1557 prior to excavation of the adjacent slot. 5.1.2 Structural Fills •: The onsite soils are generally suitable for re-use as compacted fill, provided they are free of debris and organic matter. Fills placed within 10 feet of finish pad grades or slope faces should contain no rocks over 12 inches in maximum dimension. Areas to receive structural fill and/or other surface improvements should be scarified to a minimum depth of 8 inches, moisture conditioned to at least optimum moisture content, and recompacted. Fill soils should be placed at a minimum of 90 percent relative compaction (based on ASTM D1557) and at near or above optimum moisture content. Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. A fill slope keyway will be necessary at the toe of the . 11 slope at the southern edge of The proposed development area. Keyway schematics, including dimensions and subdrain recommendations, are provided in Appendix D of this report. All ke}'ways should be excavated iuto competent material as denned in - a _21n �?ull 600664-001 November 30, 20C4 • Section 5.1.1. of this repot. The keyway excavation should be geologically mapped and approved by a geologist prior to fill placement. Fills placed on slopes steeper than 5:1 (horizontal:vertical_) should be benched into dense soils (see Appendix D for benching detail). Benching should be of sufficient depth to remove all loose material. A minimum bench height of 2 feet into approved material should be maintained at all times. Fill slopes should be overbuilt a minimum of 2 feet and trimmed back to the compacted core or rolled with weighted sheepsfoot compaction rollers as the fill slope height increases in maximum 5 foot increments. 5.1.3 Oversized mock Grading of the subject site may produce a limited amount of oversized rock (greater than 12 inches in maximum dimension). No rock in excess of 12 inches in maximum dimension may be placed in any fill within 10 feet of finish grade. Oversized rack may be placed in fills more than 10 feet below finish grade, if placed in accordance with the following guidelines and the specifications contained in Appendix D. • Within the upper 5 feet of finish -ade, fill soils should not contain rock greater than 8 inches in maximum dimension in order to facilitate foundation and utility trench excavation. For fill soils between 5 and 10 feet below finish grade, the fill may contain rock up to 12 inches in maximum dimension if mixed with sufncient soil to eliminate voids. Below a depth of 10 feet, rocks up to a maximum dimension of 36 inches may be incorporated into the fill provided adequate fines to fill all voids are present. Rocks greater than 36 inches in diameter may be placed on a case-by-case basis, if encountered. We anticipate that a minimum of approximately 40 percent coarse-grained material will be necessary to adequately fill all voids in rock fills. Soil used to fill voids in rock fills should be flooded during placement with a sufficient amount of water to wash soil into all voids. Material filling voids should be compacted to a Minimum of 90 percent of the soil's maximum dry density. The outer 20 feet (10 feet vertically) of all fill slopes should not contain rocks greater than 12 inches. Subdraim should be provided at the base of all rock fills to minimise the potential for a build-up of hydrostatic pressure. 5.1.4 Shrinkage and Bulking The volume change of excavated onsite materials upon re-compaction is expected to vat with materials, density, ins"m moisture content, location, and compaction 10 - =lghtcn 600664-001 November 30, 2004 effort. The in-place and compacted densities of soil materials van, and accurate • overaL dettinu ation of shrinkage and bulking cannot be made. Therefore, we recommend site grading include, if possible, a balance area or ability to adjust impor quantities to accommodate some variation. For planning purposes, a shrinkage factor of 7 to 12 percent may be used for the onsite alluvial soils. In addition, we recommend that a subsidence value of 0.2 feet be applied due to the loose soils covering the site. 5.1.5 Import Soils If import soils are used, these soils should be granular in nature, relatively free of organic material, have an expansion index less than 50 (per ASTM Test Method D4829) and have a low corrosion impact to the proposed improvements. Import soils and the borrow site should be evaluated by the geotechnical consultant prior to importation to the site. 5.1.6 Utility Trenches The onsite soils may generally be suitable as trench backfill provided they are screened of rocks over 6 inches in diameter (or governing agency requirement) • and organic matter_ Trench back-Ell should be compacted in uniform Hits (not exceeding 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM Test Method D1557). Excavation of utility trenches should be performed in accordance with the project plans, specifications, and all applicable OSHA requirements. The contractor should be responsible for providing the "competent person" required by OSFLA standards. Contractors should be advised that sandy soils (such as native site alluvium and future fills generated from the onsite alluvium) could make excavations particularly unsafe, even if all safety precautions are taken. In addition, excavations at or near the toe of slopes and/or parallel to slopes may be highly unstable due to the increased driving force and load on the trench wall. Spoil piles and construction equipment should be kept away from the sides of the trenches. 5.2 Preliminary Foundation Desian Considerations We eccmmend that the proposed retail and storage building structures be founded on post- tensioned or conventional foundation systems. Based on the level of expected dynamic settlements, post-tensioned foundation/slab system may be considered. The proposed foundations and slabs should be designed in accordance with the structural consultant's d sin he minimum geotec' 'cal rcos-mc—ndations presonted herein and the 1997 UBC. i5!n To,in 500604-00 November 30, 2004 • In utilizing the minimum ,eotechnical foundation recommendations, the smictura consultant should desim the foundation system to acceptable deflection cmeria as determined by the structural engineer and architect. Post tensioned foundation design recommendations can be provided based on actual finish ,grade soil praae.Mes upon completion of rough grading. In gcneral, foundation footings may be desigaed with the following parameter: Allowable Bearing Capacity 2000 psf at a minimum depth of embedment of 12 inches (minimum width of 12 inches), plus an additional 250 psf per 6 inches of additional embedment to a maximum of 2500 psf. Note that two story buildings should follow UBC requirements for minimum embedment. (per 1997 UBC, capacities may be increased by 1/3 for short-term loading conditions, i.e., wind, seismic) Sliding Coefficient: 0.35 Static Settlement: Total: 1 inch Differential: 1 inch in 40 feet �I • The footing width, depth, reinforcement, slab reinforcement, and the slab--on-grade thickness should be designed by the structural consultant based on recommendations and soil characteristics indicated herein and the most recently adopted edition of the UBC. The effects of seismic shaking on foundation soils may increase the static differential settlement noted above. In addition to the static settlement, the architect and strucru-al designer should utilize a differential settlement equal to 2 inch in 40 feet, due to seismic densification. The under-slab moisture retarder should consist of 2 inches of sand (S.E. > 30) over 10 mil visque n over an additional 2 inches of sand (a total of 4 inches of sand). The recommended vapor barrier should be sealed at all penetrations and laps. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture vapor barriers may retard but not eliminate moisture vapor movement from the underlying soils up through the slabs. A slipsheet or equivalent should be, utilized above the concrete slab if crack-sensitive floor coverings (such as c,,=c tiles, etc.) are to be placed directly on the concrete slab. 5.3 Lateral Earth Pressures and Retaining Wall Design For design purposes, the follow-ing.lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with onsite and/or import soils with ve,y low expansion potential as indicated on the following table. 12 - =�IQhiOi"1 50066^-0a1 Nove➢riDer 3C, 20C' • Static Equivalent Fluid Weight (pc ) Cond Lions Level I 2:1 Slope Act ve 45 65 At-Rest I 65 I 95 Passive I 250 (Maximum of 2000 sf) 125 (sloping down) The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical wall drainage design is presented in Appendix D. Wall backa should be brought to at or above the optimum moisture content and.compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D 1557). Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 10 feet Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction • coeibcient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including w nd or seism c loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. 5.4 Footing Setback We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining and decorative walls, building footings, etc.). This distance is measured from the outside bottom edge of the footing horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2, where H is the slope height (in feet). The setback should not be less than 7 feet and need not be greater than 10 feet Note that the soils within the structural setback area possess poor lateral stability and improvements (such as retaining walls, pools, decks, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by prov,'ding a deepened footing or a pier and Bade-beam foundation system to support the improvement. The deepened footing should meet the setback as described above. • - 13 - 600664-0O1 Novemeer 30, 2004 • 5,5 E.xDansion Based on field observations, soil classifications, and Leighton Consulting, Inc.'s experience on adjacent and nearby sites, we anticipate that the onsite soils will generally have very low to low expansion potential (EIS to 50 per 1997 UBC). Actual foundation designs should be based on the expansion potential of representative finish grade soils tested at the completion of rough grading. 5,6 Corrosion Limited laboratory tests indicate a negligible concentration (< 50 ppm) of soluble sulfates in onsite soils. Onsite soils are anticipated to possess a negligible potential for corrosion of concrete or underground metal conduits. The laboratory test results are presented in Appendix C. Additional corrosion testing should be performed on representative finish grade soils at the completion of rough grading. Concrete foundations in contact with site soils should be designed in accordance with Table 19-A-4 of the Uniform Building Code. A qualified corrosion engineer should be consulted to review the results of laboratory tests herein if corrosion sensitive materials are to be used. • 5,7 Slope Stability Proposed grades and slope heights are not indicated on the referenced conceptual site plan (-AEI-CASC, 2004). Based on the available data and existing topography of the site, we anticipate that the largest slope will be an approximately 10-foot high fill slope between the southern edge of the proposed development and Temecula Creek. We anticipate that the proposed fill slope will be stable if constructed at 2:1 (horizontahvertical) or flatter, but a review of surficial and general slope stability should be performed when slope designs are available. Fill slopes constructed along the Temecula Creek channel should be protected against scouring and erosion_ Concrete lining, rip rap with concrete slurry, or other slope protection methods can be considered. A minimum setback distance recommended in Section 5.4 should be provided for the self-storage buildings and other structural improvements adjacent to the proposed slope. The possibility of lateral deformation due to lateral spreading and general slope stabilities should be analyzed, considering the presence of water in the channel, when actual slope configurations are available. 5.8 Site Drainage and Erosion Protection All drainage should be directed away from structures by means of approved permanent or temporary drainage devices. Adequate storm drainage should be provided to avoid siltation of any temporary catch basins. Leiah;on 6006a4-00i November 30, 2009 • In general, ponding of water should be avoided adjacent to the structures or pavements. For preliminary planning purposes, positive drainage may be accomplished by providing a minimum 2 percent gradient away from the structures for a distance of at least 5 feet Protective measures to mitigate excessive site erosion and runoff during constriction should also be implemented in accordance with the latest City of Temecula grading ordinances. 5.9 Preliminary Pavement Design Parameters The following pavement design parameters are provided for planning purposes only and should not be used for actual construction. We anticipate that R-value testing of the actual subgrade soils will be performed during the construction phase and that the final pavement design will be based in that testing. In order to provide the following preliminary design parameters, we have assumed an R- value of 30. For the final pavement design, appropriate trafEc indices should be selected by the project civil engineer or traffic engineering consultant and representative samples of actual subgrade materials should be tested for R-value. AC Pavement Section Thickness for Planning TI Asphaltic-Concrete (AC) Class 2 Aggregate Base (AB) • Thicknness (-inches) Thickness (inches) 5 3.0 6.0 6 3.5 • 8.0 8 4.5 12.0 The subgrade soils in the upper 6 inches should be properly compacted to at least 95 percent relative compaction (ASTM D1557) and should be well moisture-conditioned to near optimum and kept in this condition until the pavement section is constructed. Minimum relative compaction requirements for aggregate base should be 95 percent of the maximum laboratory density as determined by ASTM D1557. Aggregate base should conform to the "Standard Spe—cifications for Public Works Construction" (green book) current edition or Calt7ans Class 2 aggregate base having a mimmu-n R-value of 78. The preliminary pavement sections provided in this sectiou are meant as minimum, if thinner or highly variable pavement sections are constructed, increased maintenance and repair, may be needed. The use of concrete cutoff or edge barriers should be considered at • - S - eigh1.0f1 50066z-001 November 30, 2004 the perimeter of driveway areas or planted mediams when then are adjacent to either open (unfirLished) or ir*igated landscapes areas. i - lo - 50066400! Ncvemcer 30, 2004 6.0 GEC i CHNICA?_ REVIEW • Georechmcal review is of paramount importance in engineering practice. The poor performance of many foundation and earthwork projects have been attributed to inadequate construction review. W-- recommend that Leighton Consulting, Inc. be provided the opporr nity to review the following hems. 6.1 Plans and Specifications Leighton Consulting, Lc. should review the project rough-grading plans as well as foundation plans and specifications prior to release for bidding and construction_ Such review is necessary to evaluate whether the geotechnical recommendations have been effectively incorporated in plans and other construction documents. Review findings should be reported in writing by the geotechnical engineer. Additional subsurface evaluation may be warranted dependant upon the results of a detailed plan review. 6.2 Construction Review Observation and testing should be performed by Leighton Consulting, Inc. during grading and construction. It should be anticipated that the subsurface conditions exposed during construction may vary from those encountered in the test pits. Reasonably continuous • construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions during construction, if required. Site preparation, removal of unsuitable soils, approval of imported earth materials, fill placement, foundation installation and other site geotechni call y-related operations should be observed and tested by Leighton Consulting, Inc. Additional laboratory tests of subsurface materials to confirm compacted dry- density and moisture content, corrosion potential, expansion potential, and resistance value (_R-value) should be performed during or prior to grading, as needed. • 17 60066?-001 November 30, 2004 • 7.0 LIMITATIONS This report was necessarily based in part upon data obtained from a limited number of observances, site visits, soil samples, tests, analyses, histories of occul,ences, spaced subsurface explorations and limited information on historical events and observations. Such information is necessarily incomplete. Tne nature of many sites is such that differing characteristics can be experienced within small distances and under various climatic conditions. Changes in subsurface conditions can and do occur over time. This report was prepared for Mark P. Esbensen, Inc. based Mark P. Esbensen, Inc.'s needs, directions, and requirements. This report is not authorized for use by, and is not to be relied upon by any party except Mark P. Esbensen, Inc., and its successors and assigns as owner of the property, with whom Leighton Consulting, Inc. has contracted for the work- Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Leighton Consulting'. Inc. from ,and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Leighton Consulting, Inc. • • e - 18 - IL 7 APPROXIMATE SITE L.00ATIOtJ KAL 1 �f rt t ;, ?ACT ,` / ti E jL � Base Mao:The Thomas Guide Dicial Edition San Bernardino and Rive..stde, 200z, Not to Scale Project No. Preliminary Geotechnical � I Investigation SITE OCATION s000s:-ooi Proposed Buttem-eld Stage Project MAP Data 4R Riverside County, California November zoos 600664-001 November 30, 2004 • APPENDD(A References AEI-CASC Engineering, 2004, Butterfield Stage Project Conceptual Site Plan, 50 scale, dated October 2004. Blake, T.F., 2000a, EQSEARCH, Version 4.00, A Computer Program for the Estimation of Peak Horizontal Acceleration from Southern California Historical Earthquake Catalogs, Users Manual, 94pp., with update data, 2000. Blake, T. F., 2000b, EQFAULT, Version 3.00b, A Computer Program, for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, User's Manual, 77pp. Blake, T. F., 2000c, FR-ISKSP, Version 4.00 Computer Program, for Determining the Probabilistic Horizontal Acceleration, User's Manual, 99pp. Blake, T. F., 2000d, UBCSEIS, Version 1.0, User's Manual for Evaluating the Seismic Parameters in accordance with the 1997 UBC, 53 pp. • California Geologic Survey (formerly California Division of Mines and Geology), 1996, Probabilistic Seismic H-?ard Assessment for the State of California, Open-File Report 96-08. California Geologic Survey (CGS), 2003. The Revised 2002 California Probabilistic Seismic Hazard Maps, June 2003. By, Tianging Cao, William A. Bryant, Badie Rowshandel, David Branum, and Christopher J. Wills. Hart, E.W., Bryant, W. A., 1999, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning with Index to Earthquake Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Revised 1997, Supplements 1 and 2 added 1999. International Conference of Building Officials, 1997 Uniform Building Code, Volumes 1-3. Ishihara, K., 1985, Stability of Natural Deposits During Earthquakes, Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco, CA, Volume 1, p 321-376, August, 1985. K-_-, nedy, M. P., 2000, Geologic Map of the Pechanga 7.5' Quadrmgie, San Diego and Riverside Counnes, California: A Diinital Database, Version 1.0. A - 1 Lei Th on 60066S-001 November 30, 200. P.eferenoes (Continued) Mom on, DM., 2004, Preliminary Digital Geologic Map of the Santa Ana 30' X 60' quadrangle, Southern California, Ver. 2.0, IISGS Open-File Rep. 99-172, scale 1:100,000. Nat onal Center for Earthquake Engineering Research, (NCEER), 1997, Proceedings of the NCEER Workshop of Liquefaction Resistance of Soils, Technical Report NCEER-97-0022, dated December 31, 1997. Naval Facilities Engineering Command, 1986a, Foundations and Earth Structures, Design Manual 7.02, Changes 1: U.S. Navy, dated September 1986. Naval Facilities Engineering Command, 1986b, Soil Mechanics, 7.01, Changes 1; U.S. Nary, dated September 1986 Riverside County, 2003, General Plan Safety Element and Appendix H - Geotechnical Report (Technical Background Document),Adopted October 7, 2003. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, No. 8, dated • August, 1987.Von Hake, Carl A., Earthquake Information Bulletin, Volume 3, Number 2, March -Aprii 1971. W GCEP - Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquake Probabilities, Bull. Seismol. Soc. Amer., Vol. 85, No. 2, pp 379-439. • A - 2 600664-00 i NcverrEer 30, 2004 • References (Continued) Aerial Photographs Reviewed Date Fi sS=ch identification Number 1938 I A=49-70 1953 Axe lk-162 1967 I A= 1hh-90 1976 Ami-riv 76a-8436 1980 Ami-riv 80-10584 1989 Napp 1936-17 1994 Napp 2c -686082 2002 Napp 3c-12574-33 A - 3 -P17h GEOTEGHNICAL BORING LOG B-1 Date 11-10-04 Sheet 1 of Project Butieme!d S'ae Pfojeci No. 600664-001 Drifting Co. MarSni -type of Rig CME 75 Hole Diameter 8" Drive•vVeight 140 16s Drop 80" Eievation Top of Hole +1- 1115' Lcc.-tion See Map c o DESCRIPTION m z m ==j 3o m`o c tJ H my Oo �� z c _d+- �c o� V� o w c� m �a 2 o ? Logged By RIM c U Sampled By RM 1715J 0 ! SM 1 HOLOCENE ALLUVIUM -•.i - d Surfacr.I Brow ''n,mois 5 st1Ty SAND w•iLS a,,mvel R1 40 @ 2-5':Dads brown,moist,medium dense,salty SAND with revel 11101 5 �..•f : -:� R2 15 I SM 1 UATERNARY ALS,UVICiMI HCO ' 81.4 32.1 I 5':Gray,dartm,me:iium dense,sihy SA\D with iron oxide stainin8 l •-{ I L __ _ I — �I R3 30 1vfL @ 7.5':Crayohve,moist,stiff,sandy SILT;iron 94� 6 7 oxide staining �;———— ————————————————————— -� R4 37 I �SPISbf @ 10':Cvay,danm,medium dense dee SAND with silt -- HCO �. -- - -- --I-- 10�.1 _-3 SS 6 NIL @ 12.5':Gray to data:brown,vm-,v moist,medium stiff,sandy SILT 7 � I 1100 15� I R6 26 I @ 15':Gray,very moist, stiff,sandy SILT with interbedded sands; 102.2 18.0 calicne nodules,traces of porosity and roothaim J I , _ _ �. 1. R7 31 ————— 1 SW @ 20':Corey-bmwm,damp,medium dense,silt}'SAND;trace otgazvc -�-.•.:� � L$ 10941 108 debris -rS8 8 � 1 @?S'r Brown,dzsrro,loose,siltySfvND! S9 9 � ----- — ---=-- I � —� 2 .- ! ML @ 26:Dark bmw7t,very moist,median stir,sand}'SILL' SAMPLE 71PEs: TYPE OF rsrs: HCO HYDROCCL AaSE CS CORROSION SUITE - S SPT G GRAS SAMPLE SU SULFA.Tc HD HYDROMETER MC MOISTURE CONTENT. R RING SAMPLE C CORE SAMPLE DS DIRECT SHEAR SA SIEVE FhA:.YSIS SE SAND EQUIVALENT B BULK SAMP�-- MD MAXIMUM DENSITY AL AT^RBERG LIMITS -200 200 WASH T TUBE SAMPLE CN CONSOLIDATION g Da'ANSICN INC£( RDS Remolded DS OR CDRRCSICN RV R-VALUE LElGHTON GEOTEOHNICAL BORING LOG B-1 Date l r-10_0q Sheet 2 of 2 Omac; 3urter idd Stage Project No. 600664-00 i ng Co. Marini Type of Rig CME 75 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" E3evation Top of Holerl- 1115' Location See.Man d m— DESCRIPTION ° u ZFm- m U Z �a "io` I o.c�-- Logged By RM m j U Sanpled By RM )&Sa 30 l8 ML @ 30':No Rxov=7 ---- 71 ---L----- � — I I Cr @ 32,-"•"J,VC7!n%)1.5'S SLFi CLAY _____—I^_---__--__-------_--_--____ e � v darm Iry SAND I so 35 Total Denth 335' No Groundwater Encomcci-d Bach➢d with Spoils 11/10/04 75I 40 • f,a_ 45i I I f F 5 i sod ; N IJ I r� I c`. TYPE OF ,TS HCJ HYDROCOL I-AnE CS CORROSION sulk" - ~ G GRAB SAMPt= SU SULFATE HD HYDROMCTcR MC MOISTURE cola-? RING SAMPLE r_ ARE SAMPLE DS DIRE,-T SHE:.R SA &---VE ANALYSIS SE SAND EOUN.ALEK-i BULK..SAMPLE MD MAXIMUM DEN& : AL AT-,E,=zsERG LIMITS -200 200 WASH. NBE SAMPLE CN CONSCUDATION EI. SANS CN INDEX RDS Remdded DS CR CORROSION Rv R-VALUE LEIGH T ON - GEOTEOHNIOAL BORING LOG E-2 Date i1-10-04 Sheet 1 of 2 Project BuHerr,e!d Staee Project No, 60066;-0010 Drilling Co. Martini Type of Rig CME 75 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole+/_ 1113' Location See Mar) ! I j Ci = DESCRIP T iON N >m mm 90 O m 92 (jGl bm UU O OC w� �� Z 2 0 pj Logged By RM m Sampled By RM t'-' 0 ' SM H0L0C&y3;.4LLUVIUM F -• -:I ! @ Surface:Dark brown,tmis,silty SAND NM 1110 _. 109.7 4.6 @ 2S'_Dark brown m, oist,medium dense,silty SAND '. •.'f SM I QUATERNARY ALLUVIUM(Gal) 3.5':Gray,damp to moil,silty SAND;traces ofpomsity J. R3 36 � @ 5':Gray-brown,damp,me3irun dons,silty SAND;black stain. -I•-7•.. _ ! 106.4 I 3-0 (orgamc?) 11051 R4 32 I @ 7S:Gay-brown,damp,r, 'i n dense,silty SAND;traces of iron (' 104.4 3.5 oxide S:arning (•:- R-5 47 @ 10':Bmwn,moist-,medium aerie,slty SAND 106.6 I 8.1 1100! R6 29 109.9 NE @ 1_.5':Brown-olive,moist,very-st11-L sandy SILT o 15 -J T RA 1�L 96-3 z-2-1 SDd. �i2':Svu�> ,1oos-medium cas�-silry�°tiD ———— — HCO ML 15-5':Red-brown very moist,sdff,sandy SII,T I! 1095� I ----I-- ;- --I--- �_--- - um ers -----e- ------------ �I - •1-- RS �4 SM a o0':Gay, medi de .,silty SAND 1090� I - ------- -- - - --------- -- — S9 6 CL @ 29: 135 s�7cy Dsaam brownd]zyer -�y, vcry mois� S10 i�,� medimn stiffsandy CLAY wim 23.8 1085� I � SAMP�E i YPES: TYPE Of TESTS: HC.C.HYDROC^OLLAPSc CS CCRROSJON SU7E S SPi SU SULFATE MC MUST URE CCNTr1r, G GRAB SAX•P..E HP HYDRCMET.:n R. RING SAMPLE C CORE SAMPLE DS DIRECT Sri AR c SA. SIEVE MW_YSS a SAND EQUNAL?.7 E BL1LX SAMPLE MC MAXIMUM DFNS'lY AL A�;EF=G JMf,S -2W 2D0 WASP, - T TUBE SA.MPL CN CCNSCYJDADON El DTANSCN INC,— RDS Remolded❑S ' CR CCRRCSON RV R-VALUE LEIGHTON j GEOTBLHNIGAL BORING LOG B-2 Date 11-10-04 Sheet 2 of 2 lect Butterfield Stace Project No. 600662-001 ing_Cc. Marini Type of Ric CM 75 r,uie Diameter 8" Drive Weicht 140 Ibs Drop 30' Elevation Top of Hole rl- 1113' Location See MaD _ Z -I DESCRIPTION m w mJ O L' OL " C'C ! O m U� p C" Z na o �0 o� Logged By RM a j I Sampled By RM — 30 %ll 31_L95- 3 O.L is-, 1SE1 30'=Gra-`L-dart ma cwaLea e�$N oTat�with zlt-caazoc Ued __ -200 sandy Cmy,moist stiff, SILT i � Aso, �:�Itj•j�_:_ ! 35—. •I .• L-I S72 11 @ 35':Dark gray,very moist,lase u stiff,interbedded silty,SAND -r1 28.7 ! and SILT -I IE� I __ �Dy - - -- - I- -----1-- --------- -- R13 U 23 ! I -NIL @ 40':Dark gray,wet,medium dense,SILT -200 873 33.0 1-- i L----- -------------- ---- -05- � ___- S 14 1S - CL I @ 45':Dark°:a}S we:,sib CL..0.Y- -- _ -_ ! ----36.6 ____ _ �� 1-- - -- {{4 S15 SP/SM! @ 46':Cuay-bmwm,wet,medium dense,silty SA-ND to SAND with silt t` I , I i H i _ _ _ _ 50 ---- - R16 60 -1ii.oi.o I3..7 SP IT@ 50' Browm,wet,dose SAND;co se gr=ea I I ra�lDe�d Sls Gmwdwauz Eneauntered BackfiDed with Sp ils 1 I/10/04 5 i I ! I ^I I U I I S: T."E OF.TESTS'. HCO HYDROCOLLAP SE Ca CORRCSICN SUITE - !� G GRAB SAMPLE SU SULFATE HD HYDROMETER MC MCiSTURE CONTENT R SAMPLE C CORE SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSTS SE SAND EQUNALE T ING ING MD MAXI MUM DENSITY AL ATTi�'RBERG LIMITS -200 nO WASH Tt SAMPLE SAMPLE CN CONS'UDATION E. EEXPANSION INDEX RDS Remolded DS U CR CORROSION RV R-VALUE LEl0 HIT 0N - GEO T EONMO;AL BORING LOG B-3 Date 10-04 Sheet 1 of 1 Pmje&, Butter,5eld Staae. Project No, 600664-0C1 Drilling Go. Marini Type of Rig CME 75 Hole Diameter 8" Drive Weight 140 lbs Drop 30" Elevation Top of Hole -1. 1118' Location See Mao amuo Covm Gm�R m m cwrero DESCRIPTION U z O 5-1 a Logged By RM Ern Sampled By RM U�o Fma- ui t' 0 ( SM SOLOCcDiB ALLLNI[JM '.I-• L Surac^::Dafs brown,moist slty SAND 1115 •. ..,� •� Rl 46 I Q 2.5':I7ae:brown,moist meth»dense,silty SAND 915 13.6 i 5 t R2 40 SM U.-- 34A.RY.ALLi7YNM :":� I- S:Gray-brown,dam,medi=dense,silty SAND R3 25 99.4 5.0 C.,75':Gray,damp,media dense,silty SAND;ceazse wind 10 ��:j 7B1 �-ii L IT L N41 �l0'_Ga�ogve.vexmo—sstiff saztdv SII,T--___ T SM @ 10.5':Gay,datty,medium dose,silty SAND 1 1105- •.'_r --I•- RS 1-3 ® 129: Gag damp,meditnn dense,silty SAND with silt lay-: �• (..-.I 89.6 12.9 ro d t-Ds' !. � I I 1 R6 17 © : Caay,.da¢p in moist,mamediumdense,n7ty SAND; of nnn ox � l.�'.. •.� o>jde staining i o , 32 22Q'_GL-ay d_ar;�,loQsg sji S �,{L g 205':Gray,very moist,stiff SILT SILTII.T II I 1095� _ _ ----- ——— ——— 7 LJ 36 � SM � @ b':Grey,damp.mmtum dense,silty SAND 1090 —{ Total Depth I I i No Catm ndwa=t, Encoulue.=d Badm"fled with Spoils 11AO/C4 SAMPLE TYPES: -OF TITS: HCo HYDROCCLL3S.- CS CORRCSIDN SU;==t S 5PT G GRAB SAMPLE SU.�SULFATE HD HYDROMETER MC MOISTURE CON 1EN R ..RING SAMPLE C CCRE SAMPI-E DS DIRECT SAEAR SA SIEVE ANALYSIS SE SAND EQUIVALE- . �. MD RE-MMUM DENSITY, AL A;�p,QG IjMITS -too 200 WfSH E Bl1UC SA.MP= CN CONSO IDATICN n MANSION INDEX .RCS Remalded DS T TUBE LAMP.F CR CORROSION RV R-VALUE LEIGHTON - GEOTECHNICAL BORING LOG B-4 Date -10-04 Sheet 1 of �oject Butte field Staoe Project Ne, 600664-001 ling Co. Marini Tyne of Ric CME 75 Hole Diameter 8" Drive Weigh' 140 Ibs Drop 30" Elevation Top of Hole +I- 1114' Location See Mac I m z m0 I my DESCRIPTION m >L •'- -1 o c -Cn 1 C7 Z me 2E o 0� Logged By RM n U Sampled By RM SM HOLCCEN T.ALLLtiTM @ Szxr cc Brown, r st,rilty SAND C:I• IBu➢c 1 @ y as C Brown, mmsL m2jj dmm ultv SAND L10 5 I-.'I•'k: I SM UATER*iARY.ALLUVIUM .� - I 3':Brown-g aY,aauW 10 moist,me0ium dense,sfty SAhD R3 64 I ML @ S uID:Gay,aa ,hard sanay SET,aa. ces of porosity 103.1 � 9.0 till]---- -----—-----------------------------I 1 I R4 30 SM @ 7.5:Gay-brown,dam,medi=dense,silty SAND;races of HCO 105 I 100.1 3.7 po*osiry 10-Z•- -.'�. R5 31 I @ 10':Cagy-brown,moist,medium dense,silty SAND 08.3 3-5 L r. R6 19 @ 125':Brown,mors'�,medic.-n dense,silty SAND 100 Ip.1 : : 107 0 51 �. 15 ---- ;? -- I --j F t' ----- RZ 1DS.5_$"3- yf -_aL1Y':Cy -bmv/un2p,mL d-i dcn - fI T STt @ ISS=Gay-Drawn,damp,medium dense,silty sAZv-D 07 R8 24 @ 20':Btwn,toots:,medium dense SAIvI7 with silt to silty SAND 100.2 4-9 )90 S9 io 'v0... �25-Csar,Ye<y�oisL stiff sT<.T --------------- --i --L-----It-------------------------- ---- SI0 SM @ 26S':Gay,damn,loose,silty SAND j 1. •..i fj ,8s 0T.'PS: '" SU TYPE CIF SULFA4E HCID HYDROCOLI�SE CS CORROSION SURE _ GRAB SAMPLE HD HYDRCMEETER MC MOISTURE CONTEJ RING SAMPLE C CCRE SAMP'LZ DS DIRECT.SHEAR SA SIEVE ANALYSIS SE SAND EQUNPL-?,7 BULK SAMPLE MD LWOMUM DENS,'^( AL AT T ERSERG LIMITS -200 200 WASH TUBE SAMPLE CN CONSOUDATION EI EXPANSION INDEX .RDS Remolded DS CR CORROSION RV R-VALUE LEIGHTON — GBOTBCHNICAL BORING LOG B-4 Data D-C4 Sheet 2 of 2 project Butte fiela Staae Project No. 600664-001 Drilling Co. Marini Type of Ric CV,E 7 55 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole -1- 11 1,4' Location See MaD =a C m f m 30 �s� ��T� rzj �o � I w WU w G. z m AS Z, o o� Logged By RM c Sampled By RM F i— RI I SM @ 30':Caay,mois[to very mois�,nrdi=dense,slay SAND I � L �JII 35—I Total D d 315' No C�oimdaa�Encoun ed _ Bacl-51led with Spoils I I/10/04 3.075, l 14o I I� J I �JI I j i I I I II I 1 I i 45� I I I I I I I I 11"a I I li I 1055 III I SAwa c TYPES: TYPE OF T ESTS: HCO HYDRCCOLLAP"' CS CORROSION SUITZ S SIT G GPkB SAMPLE SU SUL'-ATE HD HYDROMET&R MC MOISTURE CON—,N7 R RING SAMPLE C CORE SAMPLE DS DIRER SHEAR SA SIEVE ANALYSIS SEE. SAND ECUNAL--Ni B g1AK SAMP-z MD MA�3MUM DENSTf AL ATTRSERC LIMITS -2^ 210 WASH - T TUBE SAMPLE ON CONSOUDATTON H ESP.4NSION INDEX RDS Remdded PS - CR CORROSION W R-VALUE I LC1GH T 0N GEV T EGH.NICAL BORING LOG E-5 Date 11-10-04 Sheet 1 of 2 +ec`. Butteneld Staae Project No. 600664-001 ing Co. Martini Type or Rig CMc 75 Hole Diameter 8" Drive Weight 140 Ibs Drop 30" Elevation Top of Hole =!- 1113, Location See Mao Z m� I DESCRIPTION � IF- O:',� �u. �Jz V j. Logged By RM co Sampled By RMI. FSM HOLOCENE.ALLTVTUM Sufxe:Broxv,moist,sily S e VDRV,MD,EI,GSR2 '7 T3L �@ 25':Brownolive,moist,vccrryy soft,sand110.6I 91 sand,uoces of=dots,tnottled __ _ __ ---- - ------- R3 84 ———— SM @ 5':Em.vn stay tncis`,dense,silty S.'LN1146 4.3OSR4 63 @ 7-5:Gray,darts,dense,miry SAND;tra113.3 0.6 in diarnac. RS 43 1 SM OU.ATERNARY ALLUVIUM(Qal) 115.5 i 3.7 @ 10':Gray-'crown,damp,tneditun dense,silty SANil;rrac.�s of poroary and toodtazrs i 00 I R6 19 @ 125':Gray to dart:brc mM moist,.e 'iuru dose,airy SAND HCO 10.0 7 - . 15— ,%J/ R7 i I i CL @ 15':Dark brown-grnv,vc:y moist-medium stiff,sandy CLAY i CN I I 20 I R8 ]6 I 95.4 27.3 @ 20':Gray,ve;y awist,sffff;sandy CLAY with calicne nodules ---_—_—J SM @ 2 V:Cuay,moist,silty SAND I 25-1:1 R9 27 @ 2J":Gray,datrm,medirsn dcase,9lry SAND -200 109.5 6.9 in j _.�ES: TYPE OF TESTS: !iC0 HYORCCol-LAPSE CS CORRCSION SUf:e G GRAB-AMPLE SiJ SULFATE HD FYDRCMEr�, MC MOISTURE CCNT RING.SAMPLE C CORE SAMPLE c DS. GRECT SMEAR SA SIEVE ANALYSIS SE SAND EDUIVAILS.7 BULK SAMPLE MD MAYJMUM DEN'S1N AL AT=RSERG LIMITS -2M 200 WASH NBE SAMPLE CN C.^.NSOUDATION EJ EXPANSION INDEX RDS R_eemclded C5 CR COP.RO.S:CN RV R-VALUE LEIGHTON - GEOTEOHNIOAL BORING LOG B-5 Date 11-10-04 Sheet 2 of 2 Project 3uderfleld Stace Project No. 800664-001 Drilling Go. Marini Type or Rig CM 75 Hole Diameter a" Drive Weight 1 A0 Ibs Drop 30" Elevation Too of Hole+/- 1 113' Location See Mac , l V o = DESCRIPTION n Z L^ Z mm iT I gc LoeeedBy P.M Sampled By RM 30 S I D @ 30':Dark brown,very rmist,stiff,sandy SILT T II - ---'- -- --------------------- ' S71 SM 133 a�31`.Brown,moist,silty SAND R12 27 3i.j':Cagy,moist,mdi=dense,9lty SAND 104.41 -8 t 1080- J ! -- �-+-__ _ __________________________ , --- S73 p� 20 I --r-- SP/SM @ 35':Cray,moist,mditun dean SANDwithsilt 40�--I-fir; I ✓//L////' Ria a9 ct: ao-Gay,very moist,hard cuY .'. .. R1 j Std @ a 1':Gray,very moist to wet,mditun dense,silty SAND 1070 I I_: J...a .:.---- -- ! --L-- --!-------------------------- 45=-- -� 576 � 21 � � SP � @ aj':Gray,wet,aredirnn dense SANS;course grained 16-3 n0 R17 39 118.1 12.9 @ 50':Clay,we,nx,'irnn dense S?.ND;coatis c*aind J . I I i JJII I � 10601 irl II"�11II Total Deptb j LS r Gmundwate-.F.nco¢ntad an,43.5 BwL5Dd with Spoils 11/1 104 SAMPLE TYPES: ,wE OF:ES T S: HCo.HYDROCOL;.:aSa C-1 ca<ROSton ;r S Sr� c GRAS SAMPLE SU SULFATE Fur HYDROMETER me MOISTURE D�-� R R1NG SAMPLE C CORB SAMPLE DS CARECT SHEAR SA, SIEVE ANALYSTS SE SAND EQUIVALL� B BULK SAMPLE MD MAXIMUM DSISFY AL AT,T-�RSERC JMiTS -200 200 WASH _.. T TUBE SAMPL'- CN CONSOJDATION El EXPANSION INDEX RDS RerxwldeG DS CR oORROS0N RV R-VALUE � LEIGHTON - GEOTECHNICAL BONING LOG S-6 :D2<e 11-10-04 Sheet 1 or 1 feet 3uhemeld Staae Project No. 600664-00? ng Co. Marini Type of Rip CME 75 Hole Diameter 8" Drive Weight 140 ILs Drop 30" Elevation Too of Hole +i- 111" Location See Mao N I ; yo I = �_ mu DESCRIPTION c m l cm zJ o I m _ o a m�m� o Z c ma 2i o o= Logged By RM to Sampled By RM 0 SM HOLOC—ALLUVI[TM 1 '�• j u .Swiace:Browq molsL_ shy SAND C: 2 25-Brow ev. t'Bu�IT d 7tv DD S. ' SM U.ATERN.gRYUV'ICSM �. a�3':Brown,damp,medium lease,sI y SAN 5 Ri 42 @ :Brown-grey,damp m-rAis1,medium decx,slty SAND;traces ofporosry Total Depth 6.5' 15- J No Gm�mdwate:Enmtmteed Ba IcEiued;rith Spoils 1110104 I 00 15 zs I i ES: TYPE C.`,=SS: HCO HYDRCCOLAPSE CS ccRRCSION SU."c _ A.NPLE SU.. S --'ATE HD. HYDROMETER Mc MCISTURE CON ENT G GRAB S RING S?MPI F C CORE SAMPLE pS DIRE.:'i SHEAR SA SIEVE ANALYSIS SE. SAND E:UIVAL--h7 BULK SAMPL: MC MAXIMUM DENSITY AL ATfERBERG LJMITS -2W MO WASH C11 CONSOLIDATION E EXPANSION INDEX RDS Remolded DS TUBE SAMPL^ CR CORROSION RV R-VALUE GBG T ECHNICAL BORING LOG B Date 11-10-04 Sheet 1 of 1 Project Eutterneld Staee Project No. 600664-001 Drilling Co. Martini Type of Ric CME 75 • Hole Diameter °" Drive Weight 140 Ibs Drop 30" Elevation Too of Hole t/- 1115 Location See Map _ w DESCRIPTION m z 3 C j� O.m. Uf/J O u C0 z o= Logged By RM T iI p c2 w Sampled By RM I — a , SM HOLOCENE ALLUVIUM @ Slcfac^�Brown,moisf,silty SAND I -200 � :• SM UATERNARY ALLUVI[Rdf al �_ '.� •'I 3':Brown, r.•.i•..� I wn,dmr�,ncdi=drasc silty SP.Nil 5! : ! �. '�:.G:.:� R2 70 1075 3.7 5':Brown,damp,dense,silty SAND;ttac�of porosity HCO 1110, _ R3 46 I @ 7 5':Brown-gay,damp,dense,silty SAND I to 43 @ I O':Brown,dairy to moist medi�un drnse,silty SAND ll05 'i 115? 2.3 R5 30 @ t 2.5':Browr_,mist,medium dense,city SAND I .I 15- .-1---- y R6 9 1 04 - NE I @ 15':Dark gay,v y moist S¢E SILT --------- 11 C0� � I � 94.1 127.4 I I 20� ' R7 10 moi�,sfiF 20':Gta , @ Y sandy SILT,Daces of caliche I I __ ___ --------------------- —I- RS i -'��- 5N 25' Ga pro ---- @ Y i+'ri.aama to moil,medium decsc silty SAND I I IJ I I I I I I Total Depth 265' L No Gmumdwa Encouctcr ,d �I Bzc ➢e:with Sails IIAO/0; I _ SAMPLE TYPES: TYPE OF TEST S: HCO HYDROC` S`c C$ C,'JRRCSiCN SiJr=_ SU SULFATE MC MOISTURE CCN'fB:T I S ST, G GR?3 SA1riF- HD nTDROME'i'-_'-2 P. RING SAMPLE C CCRE SAMFI= S DIRE i.SHEAR c SA. SIEVE ANALYSTS S'c. SANU E4UNA.E�r7 6_. BULK SAMPLE MD MAXIMUM DENS"-- AL ATiTER2- ,G LIMrTS -200 200 WASH _ TUBE SAhiP=- CN C-NSDUCATION E EXPANSICN INDEX RES Remdded IS CR C0R-PCS:0N RV R-VALUE LEIGH T ON - 500664-001 November 30, 2004 APPENDIX C Laboratory Testina Procedures and Test Result Classification or Gran Sze Tests: Typical materials were subjected to mechanical grain-size analysis by sieving from U.S. Standard brass screens (ASTM Test Method D422). The data was evaluated in determinirag the classification of the materials. The results are attached. Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results are attached. Chloride Content. Sulfate Content, Minimum Resistivity and pH Tests: Chloride content, Sulfate Content, Minimum resistivity and pH tests were performed in general accordance w th CaEfornia Test Method 422, 417, and 532. The results are attached_ Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, ASTM test method D4829 or U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction_ The •' prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results are attached. Moisture and Density Determination Tests: Moisture content and dry density determinations were performed in accordance with ASTM Test Method D2216 and D2937 on relatively undisturbed samples obtained from the test borings and/or trenches. Te results of these tests are presented in the boriDE and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Grain Size Test: Percent Passine the No. 200 Sieve: Percent soil particle finer than 0.075 ram was evaluated for subgrade soils in general accordance wiih ASTM 1140. Consolidation Tests: Consolidation tests were performed in accordance wrath ASTM Test Method D2435 on selected, relatively undisturbed Ting samples. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented in the test data herein. Hydrocollaosa Tests: Hydrocollapse test was performed in accordance with ASTM Test Method D5333 on selected, relatively undisturbed rig sample. A sample was placed in a consolidometar and loads were applied in geometric progression. The percent hydrocollapse for each load cycle was roc-orded as the ratio of Vie amount of vencal compression to the ongiinal l-inch heigh? The h VdFoC011an Se pressure cu—i,7e is presented in the test data 6D066^^—D01 November 30, 200A • Laboratory Testing (Continued) "R"-`v alue: The resistance "R"-value was determined by the California Materials Method No. 301 for subgrade soils. Three samples were prepared and exudation pressure and "R"-value determined on each one. The uaphically determined "R"-value at exudation pressure of 300 psi is summarized in the test data. • C-2 During No. D-2 13-2 B-5 B-7 Samf)le No. --- R-11 R-13 R-9 R-1 -- — -- -- -- Depth {(� 30 40 25 2.5 Sample l'ype _ RING RING RING RING Visual Soil Classification SP-SM ML SM SM _ Wet Weight of Soil { Container �qm.) I ' ' I ° i9�� '( D,y Weight of Soil + Container (ym.) i �„�� Weight of Container �grn) u 1 ' I�i������a , Moisture Content % 5.5 39,9 8.7 11.5 _ (_1 I i JOB l illy„I,: Container No.: Weight of Sample 1- Container (9m.�_ 304.7 292.2 303.2 300.4 —Weight o(Container (�n�—_— 85.2 87.4 84,0 81.0 Weight of Dry Sam le qm. 208.0 146.4 201.7 196.7 Container No.'. E D F C I D,y Wei ht of Same le + Container (gm) thl Weight of Container Qn 85.2 87.4 84.0 81.0 Dr, W©i tit of Sample m 186.0 6.3 _ 150.0 103.7 _ °/ Passing No. 200 Sieve 11 96 26 47 • Retained No. 200 Sieve 89 4 74 53 PERCENT PASSING No. 200 SIEVE Project Name: BUTTERFIELD STAGE _ ASTM D 1140 Project No.: 600664-001 Client Name: Leighton Consulting, Inc. Tested By: AJP — Date: I f/23/04 One-DiruensIonal Swell or Settiernent eighton Consulting, Inc. potential of Cohesive Soils (AS TM D 4=46) Project Name: BL'ilI ERFIELD STAGE Tested By AJP Date 11/2 /0/ Project No.. 600664-001 Checked By:- — Date Sorinc No.: S-1 Sample Type: IN SITU Sample No.: R-2 Depth ( ) Sample Descnpticn: SC-SM, BROWN SILTY CLAYEY SAND Initial Dry Density (pcf): 81.4 Final Dry Density (pcf): 83.7 Initial Moisture (%): 321 Final Moisture (%) : 36.6 Initial Length (in.): 1.0000 Initial Void ratio: 1,0719 Initial Dial Reading: 0.0500 Specific Gravity(assumed): 2.70 Diameter(in): 2.416 Initial Saturation (%) 80.8 Apparent Load Swell (+) Corrected Pressure (p) Fin ai Reading Thickness Compliance Settlement (-) Void Ratio Deformation % of Sample (%)(ksf) (in) (in) (%) Thickness 0.9827 I 0.00 -1.73 1.0361 -1.73 D.9719 0.00 I 2.81 1.0137 I -2.81 H2O 0.9715 0.00 -285 I 1.0129 -2.85 • Percent Swell 1 Settlement After Inundation Void Ratio Log Pressure Curve 1.osDo I I to400 0 1.0300 a 1.0200 l III 1.0100 III Inundate with III water III • � I l i i I I I i ! i 1.0000 0,010 0.1 DO 1.000 10.000 Log Pressure (ksf) m One-Dimensional SR`e1'. or Settlement Leighton Consulting, inc. potential of Cohesive Soils 1'A,JTTYi D +_"S) • Project Name: BUT ERFIELD STAGE Tested By: AJP Date: 11/2310e Project No.: 600664-001 Checked By: Date: Boring Na: B-1 Sample Type: IN SITU Sample No.: R-4 Depth (ft.) 10 Sample Desonption: SW, BROWN WELL GRADED SAND nitial Dry Density (pc : 105.1 Final D y Densi y (per�: 109.7 nIllal MOISYure (°/,): 2.3 Final Moisture (%) : 15.2 Initial Length (in.): 1.0000 Initial Void ratio: 0.6035 Initial Dial Reading: 0.0500 Specific Gravity(assumed): 2.70 Diameter(in): 2.416 Initial Saturation %) 10.3 (+) Apparent Load Corrected Pressure (p) Final Reading Swell Settlement (-) Thickness Compliance Void Ratio Deformation (ksf) (in) n ° % of Sample (in) (/°) Thickness N 0.9882 0.00 -1.18 0.5846 #224 0.9776 0.00 224 I 0.5676 .0.9585 0.00 -4.15 0.5369 i5 • Percent Swell i Settlement After inundation Void Ratio - Log Pressure Curve l 0.6000 III III I III 0.5900 l ; l l l I III I 1 1 1 1 1 I 1 1 11 L1 1 III IIII I I III 0.5800 I l i I IIII L 0.5700 l l l IIII I o I I I III I I I I II I I I IIII 0.5600 I I I I Inun��te > 0.5500 �1 I it iI i ! I I Till 0.5400 1 I 1 1 1 1 1 1 1 I l l l 0.5300 1 1 1 1 • 11 ( IIII IIII 0.520o I l l l 1 ! I 1 0-010 0.100 1.000 10.000 Loc Pressure (ksf) One-Dimensional S,,vell or Settle.:lent Leighton Consulting, Inc. potentini of Cohesive Sails (.aSTNi D a546) Project Name: BUTTERFiELD STAGE Tested By AJP Date: 11/2'/04 Project No.: 600664-00 1 Checked By:MEW Date: Boring No.: B-2 Sample Type: IN SITU Sample No.: R-7 Depth (`) 15 Sample Description: SM, BROWN SILTY SAND Initial Dry Density(pct): 96.3 Final Dry Density (PC: 100A Initial Moisture (%): 8.2 Final Moisture (%) : 26.9 Initial Length (in.): 1.0000 initial Void ratio: 0.7501 Initial Dial Reading: 0.0500 Specific Gravity(assumed): 2.70 Diameter inl: 2.416 Initial Saturation (%) 29.5 Load Fell (+ Corrected Apparent Settlement(-) Pressure (p) Final Reading Thickness Compliance ° Void Ratio Deformation (ks� (in) ° /° of Sample (In) (/0) Thickness ( ) 0.9773 ! 0.00 ! -2.27 I 0.7104 I -227 0.9660 0.00 -3.40 0.6906 -340 H2O - 0.9592 ! 0.00 -4.08 0.678' ! 4.08 • Percent Swett I Settlement After Inundation Void Ratio - Log Pressure Curve 0.7200 IIII ! 1 1 ! ! IIII II I I I lilll I I I III ! 0 7000 IIIII IIIII I ! � I I I III I I ! IIIII 0.6900 ! ! ! ! ! Inund2ta with ! ! ! D ( III w`ter ! > 0.6800 III III III 0770° I l i lillll I I I IIII I I ' III ! I I I IIII I I I I llI ! I IIII I ! IIIII I , IIII II i l l l ! iI ! � 0600° i I l l llllil I I I II ! il � ! I II �� I I I 0.6500 MIT I 0.010 0.1100 1-000 10.000 Rzv Gs Loa Pressure (ksj� fine-Di=ensional cvvQll or Settlement Leighton Consulting_; Inc- otential of Cohesive Soils (.ASTM D 4546) Project Name: BUT ERFIELD S iAGE Tested By: AJP Date: 11/23/04. Project Ne.: 600664-00 i Checked By:�—--- Date: Bering No.: B-4 Sample Type: IN SITU Sample No_: R-4 Depth (ft.) 7.5 Sample Description: SM. BROWN SILTY S.-.ND Initial Dry Density (pcf. : 100.1 Final Dry Density (pcf): 102.9 Initial Moisture (%): 3.7 Final Moisture (% : 24.9 Initial Length (in.): 1.0000 Initial Void ratio: 0.684.7 Initial Dial Reading: 0.0500 Specific Gravity(assumed): 270 Diameter(in): 2.416 Initial Satura5on %) 14.4 Apparent I Load Swell : Corrected Pressure (p) Final ReadingThickness Compliance Settlement Void Ratio Deformation n (ksf (in) (in) (/) / of Sample Thickness .9894 0.00 -106 0.6669 -1.06 0.9811 0.00 -1.89 06529 -1.89 H2O 0 0.00 I -2.80 0.6376 2.80 Percent Swett ! Set`dament After inundation Void Ratio - Log Pressure Curve 0.6800 ! ! III I ! ! III ! III IIII ! I I li II I I I it I ! l illl l l l ! I II I IIIIII 0.6600 0 o.65oa — ! ! I Inundaie with ! o water 0.6400 I ! l I ! I ! ! iIIIIII_ ! iIIIII ! I III ! II IIIIIII ! IIII ' ! ! l i' lllll o.ssoo I 0.oi o 0.100 1.000 10.000 Log Pressure (ksr� Gollacse 2�n< One-DimensioDalS�ell or Sett ement Leighton Consulting, Inc. Potential of Cohesive Sons • (.SSTI" D i5.c6) Project Name: BUTT ERFI`LD STAGE Tested By: AJP Date: 11123iQ4 Project No.: 500664-00 1 Checked By: Date: Borinc No.: 5-5 Sample Type: IN SITU Sample No.: R-6 Death (R) 12 5 Sample Description: SM. BROWN SILTY SAND nii al Dry Density (pcf): 05.9 Final Dry Density (pcf): v ; Initial Moisture (%): 10.0 Final Moisture (%) : 21.7 j Initial Length (in.): 1.0000 Initial Void ratio: 0.5922 Initial Dial Reading: 0.0500 Specinc Gravity(assumed): 2.70 Diamete in): 2.415 Initial Saturation Apparent Load Swell Pressure Final Readine Settlement ) Core-:5ad (-) _ . Thickness Compliance Void Ratio e:or;;,a:;a-; (ksr) (in) ° % of Sample I (in) (/°) Thickness ��^ 0.9766 0.00 -2.34 0.5549 _.3 _ 0.9642 0.00 -3.58 0.5352 I -3.58 H2O 0.9586 0.00 -4A4 I 0.5262 I 4.14 Percent Swell i Settlement After inundation Void Ratio - Log Pressure Curve 0.6000 0.5900 l ill I !7111 11 I ! 0.5800 1 1 1 III 1 11 1 1 1 1 1 11 1Ii 111 0s700 o lily 1 1I I i I � I � c � i III 1 i i 1 1 0 ossoo I i � 1 I I 0.540o III 1 I ! l l 0.530C Inundate with 11111 water IIII 0.010 0.100 1.000 10.000 Log Pressure (ksT� m tar=e-DiniensionaI S-well or Sett erneot Leighton Consulting; Inc. potential of Cohesive Soils D 4>-06) Project Name: BUTTERFIELD STAGE Tested By: AJP Date: 11/23/04 Project No.: 600664-001 Checked By: Date:= = Boring No.: 5-7 Sample Type: IN SITU Sample No.: R-2 Depth (ft.) 5 Sample Description: SM, BROWN SILTY SAND Initial Dry Density (pcf): 107.5 Final Dry Density (pcf): 110.8 Initial Moisture (%): 3.7 Final Moisture (%) : 18.2 Initial Length (in.): 1.0000 Initial Void ratio: 0.5676 Initial Dial Readinc: 0.0500 Specific Gravity(assumed): 2.70 Diamete in): 2.416 nitial Saturation (%j 17.E ISwell (+) Corrected Pressure (p) Final Reading Apparent Load Settlement (-) Thickness Compliance Void Ratio Deformation ('K sr,) (in) ° % of Sample (in) (/°) Thickness ( ) 0.9881 I 0.00 I -1.19 I 0.5489 I -1.19 _ 0.9810 0.00 I -1.90 0.5373 I -1.90 H2O 0.9707 0.00 -2.93 I 0.5216 -2.93 •, Percent S4veii 1 Settietnent After inundation Void Ratio - Log Pressure. Curve 0.6000 III I I I III 0.5900 III ( III 0.5800 IIII IIIII IIII IIIIII 0.5700 1 IIII , o I I I III I IIIII III Q 0.5600 I I III I III I I , III, I I I IIIII ! i l III l I I 'i IIII '' 0.5500 I III III III 0.5400 IIII I III IIII I IIIII i IIIII IIII n 5300 Inundate with I I I VVI IIIIII water III I IIII • 0.5200 IIII ! III 1 0.010 o.,00 .000 Loc Pressure (ks� Co1Y1p.-AiL 3 ]ON i EST 464 Leigh#on Consulting, Inc. A`'M ° '5" Project Name. BUTT ERFIELD STAGE Tested By : AJP Data: 1/23/04 Project No.: 600664-001 Calculated By : PRO Date- 11/2G/04 Boring No.: B-2 Depth (r.): 0-5 Sample No. : B-1 Sample Description SM, BROWN SILTY SAND Preparation Method: Moist P11 Mechanical Ram RAX Dry Manual Ram Mold Volume (ft') Ram Weight 10 LBS Drop 18 inches Moisture Add - TEST NO. 1 2 3 4 Wt. Comp. Soil + Mold ( m.) Wt. of Mold_ ( m.) 3586 3586 3586 ( AS Net M..of Soil_ (gm.) 1983 2070 2041 1864 REC'D Wet Wt. of Soil + Cont. m.) _ Dry Wt. of Soil + Cont am_) Wt. of Container_ (gm:) - - Moisture Content (%) .1 10.8 12.7 14.7 8.8 1 10.8 Wet Density ( c 130.7 136.5 134.5 1 122.9 Dry Density _ (JI 1 118.0 121.1 1 117.3 1 112.9 Maximum Dry Density (per� Optimum INloisture Content (% . PROCEDURE USED 1450 Procedure n 1 I I I I I I I I Soil Passing No.4(4.75 mm)Sievw I S P. Mold:4 in. (101.6 mm)diamete Layers:5 (Five 140.0 1 1 Slows per layer 25(twenty-five I I I I I I May de used if No.4 retained<2094 1 1 1 1 ! 1 1 I I I I I I �. .Procedure.8 135.0 Soil Passing 3/8 in. (9-5 mm) Sievi Mold:4 is (101.5 mm)diamete Layers:5 (Five 1 1 30.0 Blows per layer. 25(twenty-five Use a+No.4>20%and+3/8 is QOF �. Procedure C 1 1 1 Soil Passing 314 in. (19.0 mm) Sewfl125 I f Mold: 6 in.(152.4 mm)diamete ❑ Layers: 5(Five i I Slows per layer.56(fifty-six 120.0 1 1 1 1 \�\\I 1 I I1 I 1 I I I I I I i ' Use if+318 In.>20%and+/in.<300' 1 Particle-Size Distribution: 5 0 1 I • I I I I GR:SA:FI 1 i I li I I I I I I 1 1 Atterbera Limits: - 0.0 5.0 ''.0 15.0 20.0 LL.PLPI Moisture G`ontent (A) C0NIF?CT10N TES T Leighton Consulting, Inc. ASiAri D 1557 Project Name: BU TERFIELD STAGE Tested By : "JP Gate: 11/22 04 Project No.: 600664-001 Caicuiated By : PRC Date_ I1/23/04 Boring No.: 5-5 Depth (h.)_ 0-5 Sample No. : B-1 Sample Description SM, BROWN SILTY S;ND Preparation Method: 71 Moist X Mechanical Ram L_^J Dry Manual Ram Mold Volume (ft 3) Ram Weight 10 LBS Drop 18 inches Moisture Add _ TEST NO. 1 2 3 4 Wt. Como. Soil + Mold ( m. At- of Mold ( m-) 3586 3586 3586 j AS Net Wt of Soil (gm.) I 1982 2007 1-867 1997 I REC'D Wet Wt. of Soil +Cont (gm.) D Wt. of Soil Cont ( m aij ,) Wt. of Container (gm.) Moisture Content (%) 1 10.3 12.4 82 14.5 10.3 Wet Density 11 130.7 132.3 123.1 131.7 Dry Density cf) 118.4 117.7 113.8 115.0 • Maximum Dry Density (pcf) Optimum Moisture Content (% PROCEDURE USED 145.0 © Procedure A r Sod Passing No.4(4.75 mm)Siev, SP. GR. = 2.70 Mold:4 m.(101.6 mm)diamete SR. GR. =2.75 Layers:5(Five 14G.G SP. GR. = 2.80 Blows per layer.25(twenty-five I May be used if No.4 retained 1204E 1 I I I I I I I I I I 135.G Procedure B I I I I I I I I I I I Sol Passing 3/8 in.(9.5 mm)Siew 7 f Mold:4 in. (101.6 mm)damete K I I I I I I U Layers: 5(Fve � Blows per layer.25(twe.nty-fiv 1�350.00 Use if-No.4>20%and+3/8 in.<20% Procedure C Soil Passing 3!4 in.(190 mm)Sieve P` Mold:6 in.(1524 mm)diamefe Layers: 5(Five Blows per layer.5 (fily-s, I I I --. I I I I I V N I Use if+3/8 in.>20%and+/in.<30% I I I I I I I I I I I I i 15.0 I Pa;ticleSize Distribution: I I I I ' I I I 1 1 I I n ' � • GR:S)',Fi Atterber Limits: 110.0 - — 0.0 5-0 10.0 15.0 20-0 LL,PL,PI Moisture Content (%) 3e .os x AZI Lelghlon Corsuliing; Inc. EXFANSIGN INDEX of SOILS ASTM D 4825 Project Name: BUiii ERrIELD STAGE Tested By: AJP Date: 11/23iO4 Checked By: PRC Date: 11/29/04 Project No. : 600664-00 Boring No.: B-5 Depth 0-5 Sample No. : B-1 Lotion: Sample Description: SM, BROWN SILTY SAND Dry Wt. of Soil + Cont. (9m-) — Wt, of Container No. (gm.) 0.0 Dry Wt. of Soil (gm.) 16826.0 Weight Sal Retained on#4 Sieve _ - Percent Passing #4 99.7 MOLDED SPECIMEN Before Test After Test Specimen Diameter in. 4.01 4.01 Specimen Height in.) 1.0000 1.0034. WL comp- Soil + Mold m. 564.4 - - WL of Mold am. 188.8 168.8 Specific Gravity Assumed 270 2.70— -- Container No. • Wet WL of Soil + Cont- om 312.9 599.0 Dry Wt. of Soil + Cont. m. 284.9 340.5 Wt. of Container ( mJ 12.9 188.8 Moisture Content(%) 10.3 20-5 Wet Dens" c 113.3 123.E Dry Density 102-7 102.6 Void Ratio 0.641 0.647 Total Porosity 0.391 0.393 Pore Volume (cc) 80.9 81.6 Degree of Saturation (°h S meas 43.4 85.4 SPECIMEN INUNDATION in disilled water for the period of 24 h or expansion rate < 0.0002 in./h. Pressure Elapsed Time Dial Reading$ Date Time (psi) (min.) (in-) _ 11/23/G4 1 - 1.0 0 0.5000 11/23/04 j 10:30 1.0 10 Add DIsvlled Water to the Specimen 11/24/04 - - - 0 1310 - 11/24/04 920 LO i370 0.5034 Expansion Index (EI meas) _ ((Final Rdg - Initial Rog) / Initial Thick.) x 1000 3.7 Expansion Index ( Ei )b = EI meas - (50-S meas)x((65+EI meas) 1 (220-S meas)) LElanton R-\4-,LUE TEST RESUL � S • Projec,Name: BUiii ERFIELD ST?,GE Date: 1124/04 Project Number 500664--001 Technician: RGO Benng Number. E-5 Decth- C-6 Sample Number: B-1 Sample Location: Sample Descrption: SM. DARK BROWN SILTY SAND TEST SPECIMEN A B C MOISTURE.AT COMPACTION % 11.4 13.1 14.7 HE I GHT OF SAMPLE, Inches 2.43 2.49 2.52 WDENSFfY,TY, pcf 114.9 122.9 1120 R AIR PRESSURE, sf 245 2352.PRESSURE, psf 783 334 95 , Inches x t0exp-4 50 16h 2,000 Ibs(160 psi) I 32 38 0'0 PLACEMENT I 4.77 4.87 5.93 CORRECTED 68 I 62 41 R-VALUE CORRECTED 67 62 41 DESIGN CALCULATION DATA a b c GRAVEL EQUIVALENT FACTOR 1.0 1.0. E5t TRAFFIC 5.0 6.0 0 STABILOMETER THICKNESS, fL 0.60 0.9040 •=..Ej EXPANSION PRESSURE THICKNESS, fL 1.57 0.53 027 c O BO Z ]AO 11 III III ' it Q W 250 ,0 �- m 60 m m zx I I i I is fl I li Nr I l W z i I F- 1.W as L W � i it lilli I � �il II II i II it I I > O r i li i o.ca 0.50 •a� i.sa z.0c z.sc a.00 S.w <.c0 za COVER THICKNESS BY STABILOMETER in ' II III III IIII ' I II II feet is �' jll l' ' III I ,I II II III � � ail' IIIII ill • We 17a 'era say �aX ''w o R-VALUE BY EXPANSION- 63 ZXUDAnoN PfiESSUR_t,1 R-VALUE SY EXUDATION: 61 EQUILIBRIUM R-V.ALUE 61 � v oat SOIL RESISTIVI T Y TEST � 1 g ''t(D r--i DOT CA TEST 532 It 6,13 • Project Name: BU—TERFI_-D STAGE Tasted By : BCC Date: Project No. : 600664-001 Daze input By: BCC Date: Boring No.: B=5 Checked By: - - Date: Sample No. : B1 Depth (ft.) : 0.0-5.0 Visual Soil Identification: SM Initial Moisture Content (%) _ Wet Wt. of Soil + Cont. (g) 100.00 initial Soil Weight (gm)(Wt Dry Wt_ of Soil + Cont. (o) I 89.60 IBox Constant: Wt. of Container (g) I 0.00 Moisture Content (%) (MCI 11.61 Remolded Specimen I Moisture Adjustments Water Added (ml) (Aa) - Adi. Moisture Content (MCI 20.19 28.7 8 37.36 45.95 Resistance Rdg. (ohm) — - - Soil Resistivity (ohm-cm) I 19563 ( 11468 10794 I 12143 20000 ill III ! I IIIIIII IIIIIIIII 111 IIll II ! 111 IIII ! ! 19000 IIII IIII ! III ! Ill IIII IIII I11 ! III 111 Jill B00� I I.I I IIII IIII Ill l Jill l l l l l Ili I I I I 7°0O IIT IIII IIII I1il it l ! III IIII IIII IIIIIIIII II11 ( Jill , 1'6000 11 IIII III 11 11 I I ! l IIIIIII Ill ! 11 I III lilt 1 5000 ! III IIII ( IIII IIII IIII IIII IIII IIII IIII IIII 1 �� 11 14000 IIII III IIII IIII1-13000 IIII ' III ! ! ! IIII III I �12DDo 11 III IIII IIII IIII IIII IIII IIII ! III IIII 01000 IIII I 111 ! I l l IIII ! IIIIII 2:1000o III ! I I I I I I I IIII IIII IIII IIIII l IIII IIII III Ill l I111 IIII 1111 11 11 III ! Illl II II II IIII ! ° IIII II II Ill ! III ! IIII IIII IIII IIII III I ( IIIIIII IM m ! I ! Ilill IIII III IIII illl IIII Ilil Illlllll ! ! III III ! 7000 IIII IIII Hill II IIIIIII IIII III IIII IIII III I I ! 1 6000 ! III III ! IIII IIII ill ! i IIIIIIIII 111 III ! 4000 IIII ( ! IIIIIII !. III III ! III ! I Ili Il li III ! IIIIIIIII III I 3000 IIII II111111 ! I111 IIII ! III ! III IIIII ( IIIIIII IIII IIII 2000 L IIIIIIIII IIIIIIIII IIIIIIIII IIII ' IIIIII III 1000 - IIII IIII IIII IIII -IIII III IIII IIIIIII III IIII ° IIIII1111 IIII IIII IIII IIII IIIIIIIII Illli ! III I IIIIIIII 0.0 ^ 10.0 1iD ZC.O 25.0 30 D 35.0 AD.D 45.0 50.0 55.0 K 0 Moisture Content _T_ Mliii+TiW"Tl I MOici fe CUfiata ChlOnde Soil DH P.esistiviry Content Content Content DOT CA Test 532/ 543 DOT.CA Test-.17 Par. I DOT CA Test I DOT CA.Test <150 23 7.95 1 L l I I I l i j l Lne Of T,CIe(Min.) O.00 r�0 I I I j l I I I II III I i \ot 1.uncated I j � I i I j l l j iwiu YYaf�; I I i � I j �,g I Ili I ! III I I � jl 2.D9 210 1.00 Pcessu 10.00 .Du'AO 2, p rksi� -� I Boring Sample I Depth Moisture Dry Density j Void Ratio Degree a No. No.: (ft.) Gontenf(%) (Pcf) Saturation(%) Initial Final I Initial I Final I Initial T Anal Initial I Final B-5 R-7 15 33.0 22.1 87.7 � 98.6 � 0.923[ 0.7091 97 � 84 Sample Description: Prgect No.: o006o^-00, CL, BROWN LEAN CLP.Y Project Name: BUTTERFIELD STAGE ONE- DIMENSIONAL CONSOLIDATION PROPERTIES cf SOILS Leightn Consulting; inc.1 ASTM 7435 LEIGt TON CONSI L NG; INC GcNER.ALEAR h"WORK GR4DINGSPECIFICATtONS FOR RC GFGRAD>—,,�G 1.0 General 1.1 Intent:. These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnicai report(s)_ These Specifications are a part of the recommendations contained in the geotechnical reponds). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the ea:tnwork bv. the project Geotechnical Consultant during the course of grading rnav result in new or revised recommendations that could supersede these specifications or the recommendations in the geotwhnical report(s). 12 The Geotecbnical Consultant of Record: Prior to commencement of work the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geetechuical report(s) and accepting the adequacy of the preliminary. geotechnicai endings, conclusions, and recommendations prior to the commencement of the grading. ' Prior to commencement of grading, the Geotechnical Consultant shall review. the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel • to perform the appropriate level of observation,manping, and compaction testine. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumpions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall h form the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required_ . Subsurface areas to be geotechnicaily observed, mapped, elevations recorded, and/or tested include natural around after it has been cleared for.receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Gtotechnicall Consultant shall observe the moisture-conditiomag and processing of the submde and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.3 The Earthwork Contactor.. The. Earthwork Contractor (Contractor) shall be gtalfied experienced, and lziowledgeable in earEnwork logistics, preparation and processing of ground to receive fill, moisture-conditioring and processing of fill_, and compacting fill. The Contractor s'na_l revityv a_nd accept the.plas, geotechnical reportfs), and these Specifications prior to commencement of grading. Tile Contractor shall be soleiv reSpon ible for rerfjorrmg the g`aduig in accordance with the plans and specifications. The. Contactor shall prepare and subm G t to the owner and the eotechnical Consultant a Work plan that irdlc2tec the sequence of earthv dirk gradulg, Lle r:umber of "spreads" or 3030.IC9= . GEti?'R L E A2UIT, VORL'?VL G AJ7tiG SPECLT7TC.ki IONS Page 2 of 6 work and the estimated quantities of daily earthwork contemplated for he site, pr or to commencement of 2adine. The Contractor shall inform the owner. and the Geoteciirscal Consultant of chances in work schedules and updatesto the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recornmendations in the approved geotechrrical report(s) and grading plan(s). If, in the opinion of -fne Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition inadequate compaction, insufficieat buttress key size, adverse weather, etc.,are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preoaration of Areas to be Filled Il Clearing and Grubbing: Vegetation, such as brusb, grass, roots, and other deleterious • material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, goveming agencies,and the Geotechrucal Consultant The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than I percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be.allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected are?, and a.hazardous material specialist shall be informed immediately for proper ;. evaluation and handling of these materials prior to continuing to work m that area. As presently defined by the State of California, most refined petroleum producs (gasoline, diesel fuel,motor oil,grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste_ As such, the indiscriminate dunning or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by ones and/or imprisonment, and shall not be allowed • 3c3a.ios: - Leighton Consnlnng, Inc. GEN7ER,Z EA2T:WORK A`[GR-=SDING SPEClr ICAi IONS Page 3 of 6 2.2 Processing: Existing =Lmd that has been declared satisfactory for support of fill by the Geotechnicai Consultant shall be scanfied to a minimurn death of 6 inches. ExisUIT12 ground that is not satisfactory shall be overcxcavated as specified in the following section Scarification shall continue until soils are broker_ down and fee of large clay harps or clods and the working surface is reasonably umifor-n, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: in addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic ich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 $enc`nina: Where fills are to be plated on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched._ Please see the.Standard Details. for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet aZde and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechmcal Consultant Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgade • for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches,shall be observed mapped elevations recorded and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geow hnical Consultant prior to fill placement. A licensed sur,,eycr shall provide. the survey control for detemimng elevations of processed areas, keys, and benches. 3.0 Fill Material. 3.1 General_ Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geoteckmical Consultant prior to placement Soils of poor qualiry, such as those with unacceptable gradaton, ;ugh expansion potential, or low strength shall be placed in areas acceptable to the Geotechrncal Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize:. Oversize material defined as rock, or other irreducible material with a maxinum dimension great~- than 8.inches, shall not be buried or placed in fill unless location; materials, and placement methods are specifically accepted'oy the Geotuhnical Consulsant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. . Oversize material shall not be placed witl isr 10 vertical feet of finish grade or within 2 feet of future undints or underground eonsnucnon_ 3.3 11nDOr is L ffip07-1ng OI f:ll TS�2te^ial 1S re'q -eri tot ogaang, pIopose-d imDon Irate;lcl snail so;cm5= i nzhtcn Coesul�ne,Luc. • GEN.iit--'-.LAR H OR-K=`ID GTZA-)- G SPLCIFICA i10N5 Pace 4 of 6 meet the requiresents of Section 3.1. The potential inort source shall be E-,Ten to the Geotechr3ical Consultant at least 48 hours (2 working days) before importing beums so that its suitability can be determined and appropriate tests pe7toltmed 4.0 Fill Placement and Compaction 4.1 ED Lavers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Gentechnical Consultant nay accept thicker, layers if testing indicates the grading procedures can adequately compact the, thicker-layers_ Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout- 4-2 F11 Moisture Conditioning: Fill soils sbal be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D 1557-91). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread it shall be uniformly compacted to not less than 90 percent of maximum dry density •:' (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either scompactionecifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Comnaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by. backrolling of slopes with sheepsfoot rolers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading,relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D 1557-91. 4.5 Comnaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered Compaction test locations w ll not ne essarily be selected on a random basis, Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the Ell/bedrock benches). 4.6 Frecuencv of Compaction Testinz. Tests shall be taken at intervals not exceed-ME 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 fit of vet cal height of slope. The Contractor shall ass se that fill consu_cuon is such that u1e tca"tinE schedule can be acco=m fished b;v the G ote:'='cal Consultant_ The Contractor shall stop or slo-w do;.�,- the ear`�work cons ruction if these minimum standards art not met Leichton Construe,Inc. Gc1Y=.TZAL EARTr:h,ORK aN_D GRADIIti'G SP=CYiCA TONS • Page d of 6 4] Corr naction Test Locations:ons: Tne Geotzc m cal Consultant shall document he approxi ate elevation and horizontal coordinates of each test location. The Contractor shall coordinate v, th the project surveyor to assure that sufficient grade stakes are-established so that the Geotechnical Consultant can determine the test locations qvitn sufficient accuracy. At a muninum, Lxo grade stakes :ithin a horizontal distance of 100 feet and vertically less than feet apart from_potential test locations shall be provided. �.0 Subdrain Installation SubdraLn systems shall be installed in accordance with the approved geotechrIcal report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain exrcnt, location, grade, or material depending on conditions encountered during grading. All subdrams shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior-to burial. Sufficient tithe should be allowed by the Contractor for these surveys. 6.0 Excavation • Excavations, as well as over-excatiatiou for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estitmaSes only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where nll-eve;-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by 'cne Geotechnical Consultant prior m placement of materals for construction of the fill portion of one slope, unless otherwise recommended by the Geote-chnical Consultant 7.0 Trench Backfills 7.1 The Contractor shall follow all ORSA and CaYOSHA requirements for safety of trench excavations. 72 All bedding and back-1111 of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SD30). The bedding shall be placed to 1 foot over the top of the, conduit and densified by jetting. Back El shall be placed and densiEed to,a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the su*ace. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. • 7.^ The Geotechmcal Consultant shall test the trench bacliJ ➢ for relative oommaction. At least one test should be made for evc-v 300 feet of trench and Z feet of fill. 3o3o.10 Lei2mmn Co,5al�ine,Inc_ GENERAT 7,R?:Tw0_'R-K AND GFL&DENG SPECIFICATIONS Page 6 of 6 • 1.5 Lift thiclmess of trench backnli shall not c7aeed those allowed in he Standard Specifications of Public Works Corsuuction unless the Contactor can demonstrate to the Geotechnical Consnitattt that, the fill lifr can be_eorupacted to the munirnu-m relative compaction by his altemative equipment and method_ • • CF SL(.�TGAPc9f rJ G�xIhC' — rT aor rill c��JP uHs.rraaL= rL�;il� i � r Trr cu GROUND - �-7' S - HE:GH.-r 7 MINK is r BENC.i.I Y.?_'.'DE'7ti L^vYiEST HE?iiCN MA77U AL --j�_�_- - V TYP!G GROUND ��— i� .` ---� - 8E.'4CN Sc`�.1C4 HEIGHT =- -� 'nE3lOYE —7X 7.7IN�— - U?ISUrFAHL= 2'YIN. SIvkU BE�r"�7CA TD FiLL FLACZ�7 TO+l.�=..7i C�17 AAC` A1✓E=-W�c&C(C--:C C NCrF!CRS TO 5E Gar. ' ?S7C.F TO Pi P � NATURAL czl -clv=3-F7L SLOFE CS^.HUILT AHD "F—S TRIU EACH �— ' _ rar Subdrzirs See Standard De#al C CESSION SLOPE F AflC.F=- I TC.1 Yni..i`3.'Uhi F,-CM _ -� �Z• YA:=-:IAL TCE G'F ICY-TO --�---j APC C:"ED clik 1- D\ _ 6 TYP.tC.XL ' — 1 s DCNE WH I s1--F=— _-- -� ANGLE�s EZUAL T5 OR ��,�THAN M(NRiUhI BE-<I FcG.*7, 5cij11 BE 4 F=-- Z. )AiH_-J LGtYE-�i 2c-'iC.`i, M11JI7.iL1R1 rRi ?.K317ti 9-LiLL 5c 9 r=: GENERAL EARTN'VVORK AND GRADING II YING AND BENCHING I SPECIIFIC.ATIONS STANDARD DETAIL A =7N!5�� S �ZE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --E-�-7�GMFA F111 - - - - - - - - - - - - - - - - - - - - - - --- - - -- -- - - - - - - - - - - - - - - - - - - - - - - - - - 4'M N. 1�-MIN. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - v.-,L-2E W1 - - - - - - - - - - - - - NE)ROW -- - - - - - - - - - - - - - JETTED OR FLOODE) APPROVED SOIL 3- p - -- - - - - - - - - -- 4, 1100d�d in PIK2 to'111 all the�id& Cc nor-ury r ck within 0 f---of - - — — — — — flni� 9�,61 0 — — — — I Windrow of buried mck ball be ParelleJ to the lnl���Iopo fb, SEMON A-A' PROFILE ALONG WINDROW - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - :-r-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T- - - 4- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - JE-17ED OR FLOODED APPROVED SOIL CENERAL WORK AND GRAHNG OVERSIZE ROCK DISPOSAL 5-1�'�%l DARD, L)._T AT I_S D R,�7,M NATURAL • \ /GROUND � ===_____--_-____ ? I — - - _ __ _ _ - _---'\ �icaL arc mvG - - - - - - - - - - - — _ - - _— — — RL�IOVE =�CUNSUTIABL.E MATcxi L VAh� SUBDRAIN (See Alternates A and B) SUBDRAIN ALTERNA—inn A PERFORA ED PIP=S,.RROUNDED Fame MATERIAL -WITH:7GR MAX-ERIAL ALTER MATERIAL SHALL 3E CLASS 2 PRMEA9L MATSUALrt- STATE CF C LTCRPCA STAN DAM SPECIFICATICN,CR APPROVE]ALTERPIATE F7LTaR MATERIAL(5FT)F) C1A�l 2 GRADING AS RDILOWS: f ' Seye. P�- M Pasim 100 %-IIA L a e Na.4 2-140 Y _ T Na.8 1E-33 NG.30 5-1s No.50 0-7 o-3 No.200 SllBDRAIN Ai T v�NAT"=A-1 P=_RFORa�PiP� SUBGRASN ALi cF14ATE A->_ 8"D MIN. SUBDRKN AL—i�RNATe B - DETAIL OF CANYON SUDDRA-TN icKMIURAL 3/4" GRAVEL WRAPPED IN FILT-2o FA5RIC 12" MIN. CVER-1V ® ER.. - aTER FABRIC �I / IT apt A�tFZ va, T I. (MIRAFT 14ONC OR J, j APPROVED E� TVAL=-i T Y . ^ � LS YHI. �P 1mt _ imL r*'3_waaig W 3N G?6LEID.."MYE - 3/4" MAX: --U VL CR A-��� �i APPROVED E�UIVAJIFfl ALTBZ.NA i C E2 D PERFORATED PIPE 15 CPTIGNAL PER GOVERNING AGENCYS REaRREMEYTS GENERAL EAR NWOP.K AND GR4kDING CANYON SPECITHCgTiONS SUBDRfi_iiV S T AA' DARD D EFA,I IS C ( I� R=vJ/tA - I I O UiL-ETj PIPES --- - 4"4 NON-PERFORATED PIPE,!CC' MAX O.C. HORIZONTALLY - 3C' MAX. 0.C. VERTICALLY —�--2% m1m BACKCUT -- -- - _ ---- __-- � BENCHING ---- -- -------- - - _--_ _-_-_- -- _-_--- _ - _ - - - ---__-�---_- -- - - _ -- MEL — ni �� _ --—_---_—_ — SUBDRASNALIRNAicB - 15 MIN. �I MIN. 12'OVERLAP F'2i IXdriE rfU� I I - KEY DEPTri KEY WIDTH 2' MIN. FOS%TVE .AL S^...iJLO BE I FILTER FABRICPPCVICED SUBDR4IN ALic E.4 PRov cs AT THE cN / /i (MIRAF.I40 CP /APPROVED _QJNPL"V , CALTRANS O:A4 2 FJ R MATERIAL i 3 r7 i (NON PERFCRA=� ) i CU FEET PIP - r - (NON-PER,-az.^SE)) i T MIN. 31-"ROCK (3F-,3/F,) WRAPPED IN FILTER FABRIC MIN. r-CNNE---,ION FROM COLL=CitON PIPE TOCU=i PIP . SUBDRAIN NSfALMON - Subdrain collector pipe shall be installed with periorticrs down or, u Jess otherwise designated by the gectechnicaf crnsvltant Outlet pipes shall be ncn-perjcm of Pipe- The subdrain pipe shall have at lean 8 perforarcns unitcrmly spaces per foot Pericrabon shall be !�4" to 1/2" i, drilled holes are L ed. Fdl subdrin pipes shall have a aradient at least 2% towards the outlet s SUBDRAIN PIPE- Subdrain pipe shall be AS-FM D275_, A5 Ti DiS-J (Schedule 40) or SDR 23.5 AES pipe or AIM D-30?^ (Schedule 40) or SDP. 23.5 PVC pipe. a AJI outlet pipe shall be placed in a trench and, air 711 Is Dlaced above it, rLdded tc ve;yin- grit/. BUTTRESS OR C�ENF" EARThW RKANDc�rrc I! REPLACEMENT FILL SUBDRAINS MD,q,D DE I S D - CUT-t=tLL IRSNSiiION LOTOVEFDE (CAVVTION REM lE UNSJrZ5E GRGLND / MIN. i ' — — -CCMPACE7. FIl1 — -- -�_/ — q•MIN. — — — _ _ yc — _ \ AND RE..Cl•IPACT -i — T1Pf04. BEN-F@iG — �- UNWEATHERED BO7UIX OR MATc RIW_APPROY© BY THE SECTE'-3JICX CCNSUITANT i 5?DE I EL1 E"iLL MR CUT PAD NATURAL D .. 6PJl.N Y 7ED )CAVA LEE cvE � OVERE.YCAVAIc / / rINI-S'iEDCUi PAD AND RECQNPACT / (r-PLAC71ENT �] OVERBURDEN' ORLN�A$F . .. . . . .. . .. .. . ... . —.� PAD GVERDAVATION AND PEvTPEACTICN SFALL BE PEAE."RMED IF SPETr".J BY THE GE9F-E NICAL'CCNSATANT BENCKNG l/ z KN SE STANDARD DETAIL FOR SLBC.AVG WFEN fEWIIRED BY GE7 ED-IIGL CCN-3-L-,ANT 9'MIN. 2'MM K 2'MEI-: UMAEAih�ERr'�BEDRM OR MATERIAL APPROVE 3Y7HE=-G a-!NICAL CCK=iMr 1 GE.NEP.4L EkK-jjf dCP,<AJN=. , TRANSITION LOT RILLSAND SIDE HILL FILLS STANW3 DF i SUBDRq N Or'i1ONS AND B.ACK-,-iLL WHEN NAB/E M^TESL HAS EKLANSiON INDEX OF <-K OF-,-.ON 1 PIPE PERMEABLE `iDEJ Wi CaSS 2 PERMEABLE MAic.RiA1 OF�-ON 2: GRAYZ'NicA=PSC IN F1iER F.ab'RIC WTr, PROPER WiTr1 PROPER SURFA(--DRA24A6E SURFACE-DRAa7J.4GE/ I SLOPE I SLOPE OR 1— E j Y 1cz'I P )R LEVEL i2" I NATIVE YAP_VE (SEE GENERAL NO—,—q WATcRFRCOFING I I•r il•.` -_ (SEE GENERAL WT ES' FILTR FABRIC —1—�-:. ]2"MINIMUM I (Se=tJ <.) CLASS 2 PER14=BiE 12"MINLT1 WEER HOLE FILTER MAicRIPL r - (SEE NGTE 5 •- ", (SE GRAOA i CN) �P HOLE Y.m 11'_316i 9G 7 (rxE NOT S) J, GRAVEL YrrZ F�IN r�'cn 4 INCH DITMET cR LEVEL OR PERF9RATED PIrE LeVEl-,OR SLOT - (SE NOTE 3) SLOPE Czsu 2 Filter Pemeabie Material Gradates Per Caftans Speeui-dens _ Sieve Sre Pervert Passm 100 3/4" 90-100 . 3/8" 40-100 Na 4 25-40 • Na 8 i8-33 Na 30 5-S Na 50 0-7 No-200 0-3 GENERAL NCTFS: - * Waterproofing should be provided where moLs:urenuisance pfoblem through the wall is undesirable. * Water proofing of the wails Is not under purview of the aeatedtnical engineer * All drains should have a gradient of 1 percent minimum *Cutlet portion of the subdrain should have a 4-inch oiarrett--solid pipe discharged into a suitable disposal area designed by the pmje , - engineer.The subdrain Pipe should be accessible for maintenance(mdding) *Otheralbdrein bacicfill oPtiors are subject to the review by the geobechnical engine-- and modification of design parameters. - -' Note 1)Sand should have a sand equivalent of 30 or greate.,and may be damned bvwater jetting. 2) 1 Cu. ft. per FL of 1/4-to 1 1/2-inch size gravel wrapped in filter fabric - 3) Pipe type should beASTM D1527.Acyionithie 6utadiene Styrene(ABS)SDR35 orAS'l D1785 Poiyvinyi Chloride pias5c(PVC),Sdieduie 4-0,A.rT=A.2000 PVC,or approved equivalent. Pipe sicuid be installed with perforations down.Perforations should be 3/8 inch III diameter placed at the ends of a 120-degre_e arc In two rows at 3-inch cn center(staggered) _ 4) after fabric should be Mirafi 14ONC or approved ecuivalerib - 5) Weephoie should be 3-Inch minimum diameter and provided at 10-foot ma)dmum lrtc is If exposure is pemit`ed,weepholes should be located 12 inches above finished grade. If exposure is not permitted c act lu7 as for a wall adj to a adewalk/curb,a pipe undue the sidewalk to be discharged through the curb face or equivalent should be crnvided.For a tosarnsrt waft,z -- sysiem should be Provided. - 3ype Proper 6) Retaining wall plans should be revieNed and approved by the geotechnicai erlgirl—. 7) Walls over six feet in height are subject to a special review by the geobacfnnical engineer and mcdindbons to che above requiramerlt-, • RETAINING WALL BACKFILL AND SUBDRAIN DETAIL AIL FOP. WALLS 6 FEET OR LESS 1N HEIGHT WHEN NAT ITVE MA'EP A,L HAS CPANSTON _NDEX G'- «0 Water Quality Management Plan(WQMP) BUTTERFIELD SHOPPING CENTER • Appendix F Treatment Control BMP Sizing Calculations and Design Details j. F-1 Water Quality Management Plan W -N8 BUTTERFIELD SHOPPING CENTER CHARACTERIZATION OF PROJECT RUNOFF Existing and Post-Construction Drainage Currently the majority of the drainage shed drains to Butterfield Stage Road and Temecula Creek. Post development conditions will direct all site runoff to the existing double 120" storm drain system in Butterfield Stage Road. The incidental drainage from the adjacent site will continue to Flow to Butterfield Stage Road and Highway 79 South. For a more detailed analysis of the site hydrology, refer to the Drainage Study for Butterfield Shopping Center, dated June 27, 2005 included in Appendix C. A summary of the pre-construction water quality flows is included in Table 1 and the post-construction flows are given in Table 2. Water quality calculations are included in Appendix C. Post construction drainage will be directed to the existing double 120" storm drain system. All site runoff will be collected in the onsite storm drain system and piped to the existing storm drain pipe in Butterfield Stage Road. Table 1 Pre-Construction Water Quality Flows Tributary Basin Area Q100 • (acres) (Cfs) 1.0 1 7.5 10.5 2.0 1 4.6 5.5 Table 2 Post-Construction Flows Tributary Area Basin (acres) Q.100 QWQ (Cfs) (cfs) 1.01 0.23 0.82 0.041 1.02 0.65 2.50 0.116 1.03 0.53 5.98 0.094 1.04 0.78 3.14 0.139 1.05 1.10 3.60 0.196 1.06 0.63 2.60 0.112 1.07 0.21 0.90 0.037 1.08 0.50 1.97 0.089 2.00 5.60 14.5 0.997 3.01 0.14 0.43 0.025 3.02 0.64 2.55 0.114 • * See calculations in Appendix C F-2 • Worksheet 1 Design Procedure for BMP Design Volume 85th percentile runoff event Designer: -Fy-rL 5ar7&ACC4 Company: Ma5sa1/ 61-kssoG7a4es Date: 12 /3 Q 7 Project: an 5/u !!1 Cef 7br/- Location: to 7`7 oid 6Y& d e l - 1. Create Unit Storage Volume Graph -_, a. Site location (Township, Range, and T SS &R oZtA/ Section). Section (1) b. Slope value from the Design Volume Curve in Appendix A. Slope 1-7 (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 of No❑ the origin, to create the graph attached? I't 2. Determine Runoff Coefficient • a. Determine total impervious area A;mper j... acres (5) b. Determine total tributary area A.w=_ `J, acres (6) c. Determine Impervious fraction n 1=(5)/(6) i= (7) d. Use(7)in Figure 1 to find Runoff ORC= .858i3-.78iz+.774i + ,04 C (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. V = acre (9) 4. Determine Design Storage Volume 2. VBMp=(9)x(6) [n-acres] VBMP= 3•�g in-acre (10) b.VBMp=(10)l 12 [ft-acres] VBMP= Q,�✓3 ft-acre (11) c. VBMp= (11)x 43560 [ft3] VBW= �u��JJ ft' (12j Notes: i i • 7 • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: -Fa W 5arliuc,--I Company: uat"tS Date: V-((0(07 Project: SlftCr4etA ch ,5ho Ceni r/_ Location: {G 1. Determine Impervious Percentage C a. Determine total tributary area At.�= acres (1) b. Determine Impervious % i= (2) 2_ Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Soil Runoff Coefficient Ca = — (3) b. B Soil Runoff Coefficient Cd = — _ (4) • c. C Soil Runoff Coefficient C° = O-8J (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) = Aa = — (7) b. Area of B Soil / (1) = A° _ — (8) c. Area of C Soil / (1) = A. _ (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= O.8 3 01) 5. Determine BMP Design flow a. Qamp = C x I x A= (11)x 0.2 x(1) QBMP= C,`�j s (12) 1 i • 10 • Worksheet 2 Design Procedure Form for Design Flow Cp# 2 Uniform Intensity Design Flow Designer: Company: iGJZS . Date: P-1(o(o7 Project: 'HCf e JA Gh. Sj 10 �(ttir Location: 1. Determine Impervious Percentage a. Determine total tributary area Aroma= I. acres (1) b. Determine Impervious % i = q0 % (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 Co = — (4) • c. C Soil Runoff Coefficient C� = Q,83 (5) d. D Soil Runoff Coefficient C, = (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) = Ae = c. Area of C Soil / (1) _ _ (9) d. Area of D Soil / (1) = Aa = (10) I 4. Determine Runoff Coefficient a. C=(3)x(7)+(4)x(S)+(5)x(9) + (6)x(10)= C= (11) 5. Determine BMP Design flow Q a. QBMP= C x I x A= (11)x 0.2 x(1) fN QsmP= Q g s (12) I • 70 • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: '(—(Q 5Jan+UC.ct ) Company: i0.�ZS Date: V-1(0(0'7 Project: 'ItC!� 'eM FaAch 12ho Czn+r/— Location: { 1. Determine Impervious Percentage a. Determine total tributary area A� = a.(93 acres (1) b. Determine Impervious % i= q0 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient I Ca = _ (3) b. B Soil Runoff Coefficient Cb = (4) • c. C Soil Runoff Coefficient C� = �.�?J (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) = Aa = — (7) b.Area of B Soil 1 (1) = Ab = _ (8) c.Area of C Soil / (1) = A. = (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= Q- 3 01) f 5. Determine BMP Design flow a a. QeMP= C x I x A= (11)X O.2 x(1) QBMP= G �� ft s (12) I • 10 • Worksheet 2 Design Procedure Form for Design Flow C,P41"{ Uniform Intensity Design Flow Designer: "FCaCU5arTbACCI Company: GtA1ZS Date: Project: H 'G(Gl Ch 45ho CP�l1ff Location: LbL 1. Determine Impervious Percentage a. Determine total tributary area I Abwl= Q,2 acres (1) b. Determine Impervious % i = (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient Ca = — (3) b. B Soil Runoff Coefficient Cb = — (4) • c. C Soil Runoff Coefficient C° _ �,g3 (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 = — (a) c.Area of C Soil I (1) = A. = (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= 5. Determine BMP Design flow 3 a. Qsnw= C x I x A= (11)x 0.2 x(1) Q3MP= Q Q�j s (12) • 10 • Worksheet 2 Design Procedure Form for Design Flow CpS Uniform intensity Design Flow ( I.UCIJ Designer: 'I—ra '5aay ucci Company: MrL566A E Date: L2.((0 OI Project: {� "G d Gh 5hc 6?jltr/— Location: 1. Determine Impervious Percentage a. Determine total tributary area Ab�,= O11' 0 acres (1) b. Determine Impervious% i = (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Soil Runoff Coefficient Ca = _ (3) b. B Soil Runoff Coefficient Cb = — (4) • c. C Soil Runoff Coefficient C° _ 0, e 5 (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 — (g) c. Area of C Soil / (1) = Ad _ (9) d.Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C=(3)x(7)+(4)x(S)+(5)x(9) +(6)x(10)= C= O.83 01) 5. Determine BMP Design flow 3 a. QBM?=CxlxA= (11)x0.2x(1) s (12) • 1Q • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow I q) Designer: -Fca �,MuCcl Company: eW?:.S Date: V_J O'7 Project: 'e[c( Gh 5)v 65ni — Location: ,n 1. Determine Impervious Percentage a. Determine total tributary area Atotw= (0,70 acres (1) b. Determine Impervious% i= % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious %found in step 1 a. A Soil Runoff Coefficient Ca = — (3) b. B Soil Runoff Coefficient CD = — (4) c. C Soil Runoff Coefficient C� = Q 83 (5) d. D Soil Runoff Coefficient C, = (6) i 3. Determine the Area decimal fraction of each soil type in tributary area a.Area of A Soil / (1) = A. = — (7) J. Area of B Soil / (1) = Ab = — (B) c. Area of C Soil / (1) = A. = (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= 5.Determine BMP Design flow a a- CBMP= C x I x A= (11)x O.2 x(1) QBMP= s (12) 1 • 10 • Worksheet 2 Design Procedure Form for Design Flow C9* 7 Uniform Intensity Design Flow C 1.03) Designer: T{a cJarftuccl Company: eiaiZ5 Date: lzJ(oJ�7 Project: I�C 'G(G( G(� 12hoppinq �11ftf Location: 1. Determine Impervious Percentage a. Determine total tributary area At.�i= 153 acres (1) b. Determine Impervious % i = 90 % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious%found in step 1 a. A Sal Runoff Coefficient Ca = — (3) b. B Soil Runoff Coefficient Cb = — (4) • c. C Soil Runoff Coefficient G = Fj 3 (5) d. D Soil Runoff Coefficient Ce = (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 = _ (8) c. Area of C Soil / (1) = A� = (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 = 3 (11) 5. Determine BMP Design flow a. Qsp,,p=CxIxA= (11)x0.2x(1) Qama= 0, 25 s (12) j i • 10 • Worksheet 5 Design Procedure Form for Infiltration Trench Designer:_ I yacP u o nb,(,CGt company: MO,558hn �C.1 �$ Date: Project: r IeLl�, an�h ho�cilrla_ enter Location:_t-O,,e ffW(4 7R aW s 1. Determine Design Storage Volume (Use worksheet 1) a. Total Tributary Area (maximum 10) A,o,a' =�� 5�� . � acres b. Design Storage Volume,VBMP VBMP�J ft' 2. Maximum Allowable Depth (Dm t1/12s) I = in/hr a. Site infiltration rate (1) t = hrs b. Minimum drawdown time (t=48 s = hrs) Dm ft C. Safety factor(s) d. Dm =t1/12s 3. Trench Bottom Surface Area Am =VBMP/ D. Am ft2 Notes, Re Ujreet ler &lam = 3Gl -Ft �4�ti,tGt,l -fYes't Gi'�t = 30y t I i 30 Worksheet 11 Design Procedure Form for Water Quality Inlets � Designer. r7a Sat1+(JtCGI _._ Company: MQswn $ iGtifS Date: a(ro10? p� Project: EuttGf{iG(Gt T�Lln tre Location ate jahv -a JrA u r `e � Ro -F 1. Determine Design Flow Rate QBMP - Q• 5 cfs (Use Worksheet 2) 2. Water Quality Inlet \ Manufacturer Name MakeFb5r;,11 r Model Model FGP—(o.0 62 Flow Capacity of Model Capacity 2.2 cfs Please include a technical sheet from the manufacturer with information on • this model. Notes: f 61 Worksheet 11 Design Procedure Form for Water Quality Inlets C124J,2 Designer. Tfa Splt��tcci CI.oS) - Company: MQs or1 c� C fS Date: I2((n(07 Project: 4an Cfotr-r Location: tZ hh!U -Iq arA 6UN-ktr6ev izoad 1. Determine Design Flow Rate QBMP cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make YIStGI( Model Model Flow Capacity of Model Capacity 2,2 cfs Please include a technical sheet from the manufacturer with information on this model. Notes: E 61 c Worksheet 11. Design Procedure Form for Water Quality Inlets C 3 Designer. f Y a r 1+1/LCG I -- _ Company Ma5t:or1 g �GjCS Date: IZ (�j07 Project: ffiitje-rlqvCjck f7QY1 r1jG Location: gate iaRr au �R and u r 'e Sbtq[ Roa 1. Determine Design Flow Rate QBMP= Q �Q cfs (Use Worksheet 2) 2. Water Quality Inlet C Manufacturer Name Make �0551 �� ✓ ��YiS�A�� Model Model Flo-&ird 2q D Flow Capacity of Model Capacity 1-� cfs Please include a technical sheet from the manufacturer with information on • this model. Notes: • 61 f 1 i Worksheet 11 Design Procedure Form for Water Quality Inlets Designer: TfGt Sqnt,.,tcci -- - -- Company: fvlqwn cct S Date: 1 /ram o- Project: (dFzIflrh z;lri 1110C°YI�G� Location: to hYJ0. u Od 1. Determine Design Flow Rate Qaw,a= 0,03 cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make �oSSi/ Ct (Kn s+�✓) Model Model FI o-bar FF-18 D Flow Capacity of Model Capacity 0,9 cfs Please include a technical sheet from the manufacturer with information on . this model. Notes: 61 Worksheet 11 Design Procedure Form for Water Quality Inlets Cis Designer: -T;7a eintuiccl _. Company: N1QS t'l $ GfCS Date: alro107 Project: t1e e-1d Fanch 15QQPOf1q CCrI Location: muteBinh" ?R and u 'e o J 1. Determine Design Flow Rate cfs (Use Worksheet2) 2. Water Quality Inlet Manufacturer Name Make !055 FIke- (klris-tar-) Model Model Flo-Caro( FF-180 Flow Capacity of Model Capacity n.!! cfs Please include a technical sheet from the manufacturer with information on this model. Notes: !I l 61 Worksheet 11 Design Pr-occedure Form for Water Quality Inlets CP#(v Designer: 50A+4tCci _. . _ Company: NIQSc ocn $ GtCS Date: 12-11o10- Project: tk fd r> G Location: I-rMte iPhv w 7q O _ u ,e f 04 v I J 1. Determine Design Flow Rate QBMP= O.13 cfs (Use Worksheet 2) 2. Water Quality Inlet GG� " Manufacturer Name Make rrr�� ��r �kY1StU(� Model Model Ro-arc( FF- 2LI O Flow Capacity of Model Capacity I,q cfs Please include a technical sheet from the manufacturer with information on this model. • Notes: i. I i i • 61 Worksheet 11 Design Procedure Form for Water Quality Inlets CS 47 Designer. "(fa Sar-fvLcc i Company: Ma5wn KGd[S Date: I2-1m l0-7 Project: fk e(d n IG Location: �i-e iahrAu �Q and u 'e )Zoe �- I J 1. Determine Design Flow Rate QBMP = 0.25 cfs (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make Fpe4l Fly( E6-b ) Model Model Fln-aCct FF-3rd0 Flow Capacity of Model Capacity 2- 5 cfs Please include a technical sheet from the manufacturer with information on this model. • Notes: i i • 61 - -`� -— Plot Slope Value from Appendix A here 2 1.9 1.8 1.7 1.6 1,5 -- — 1.4 � — 1.3 - 1.2 - � 1.1 -- o - 0 1 m < 0.9 o -- - 3 0.8 m 2 0.7 __- 0.6 0.5 0.4 0.3 0.2 _ 0.1 0 a 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 / PaG1d+Pus GiFar installed i RoGard° +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. RoGard'D+Plus inserts are available in sizes to fit most industry-standard drainage inlets (...flat grated, combination, curb and round inlets). FloGare+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. i Standard Filter fabric Properties` Property Test Method I Units I Value Mass/Unit Area I ASTM D 5261 1 g/M4(o d) 1.90(5.6) Grab Tensile Strength ASTM D 4632 N(Ibs) 890(200) Grab Tensile Elon anon - ASTM D 4632 % 10 Tear Stren h ASTM D 4533 N(Ibs) -330 175) Puncture Sti en th ASTM D 4833 N Ihs) 44C(100) - E Burst Stren h ASTM D 3786 kPa' si) 3097 450 Permittivity, - I ASTM D 4991 1 sec 2.14 i Flow Rate ASTM D 4491 /min/m 5907 ( alhnin/ft') (145) - Apparent Opening Size AS M D 4751 - mm 0.425 U.S.Sieve) (40) i Ultraviolet Stability I ASTM D 4365 1 % 90 *also available with custom fabrics and stainless steel screens Questions? Contact Kristar at(800) 579-8819. 03105 • pppppp0 ppppQ�ppQppppOpp r pppppppppp FoGarda Filter r, a a ppp installed Solids Filtered Flow Total Bypass Model Na Inlet I.O. Grate O.D. Storage Filtered cap.lots) FF-12D 12"x 12' 14"x 14" 0.3 0.5. 02 FF-V64D .14"z 14" 16"x 16" 0.3 0.5 02 FF-16D 16"x 16' 18"x 18" 0.5 0.8 0.4 FF-1624D 16'x 24" .16"x 26" 0.6 1.1 0.6 • FF-180 .18"x 1 a' 20"x 20" 0.5 0.9 0.5 FF-1824D .18"x 24" 20"x 24" 1 0.6 1.1 0.6 FF7836SD 18"x 36" 18"x 40" .1.3 1.7 1.1 FF-1836DC-0 18"x 36" 18"x 40" - 1.0 1.7 1.1 FF-1848DG0 48"x 43" 18"x S2" 12 21 1.4 FF-21 D 22"x 22' 24"x 24" 0.7 1.2 0.7 �( FF-24D 24"x 24" 26'x 26" 0.8 1.4 0.9 FF-24DGO 24"x 24" 18"x 36" 0.8 1.4 0.9 i - FF-2430D 24"x 30" 26"x 30" 1.0 1.7 1.1 FF-2436D .24"x 36" 24"x 40" 1.1 1.9 1.3 FF-2436DG0 24"x 36" 24"x 40" 1.1 .1.9 1.3 i FF-2448D(2pc) 24"x 49' 26' 1.3 FF300 30"x 30" 30"x 34" 1.1 1.9 13 FF-36D(2pc) _36'x 36" 36"x 40" 1.3 2.3 1.6 FF-3648D(2pc) .36"x 48" 40"x 40" 1.6 2.7 1.9. NOTES: FF-480(2 pc) 48"x 48" 48'x 52" 1.3 32 2.3 1.StOfER eN..ty Rt ae%W nunmrn1R Bolds colbftn prior to bypass FLOGARD.a 2 Fberedfiowrakmdadsasak"Yectoror2 in BASIN FILTER INSERT 3 FoCam0czicn Basin Frier insam are amllaNe in 0.Btnmanl stm(seeabow)or in o stm spas (Frame Mourn) . Call for demik on atom sire Inserts FLAT GRATED INLET 4 RoratlOfitlel insens should be used in mniuz w - ."areguwRaiNraurceprogram Pew to nenuracUu smmnvnw*d mainlemnceguiddines KriStar Enterprises,Inc,Santa Rasa,CA(800)579-8819 LLS P.4aE Nn 6,976,803 1Z0a • t FoGar&�L-Plus Fiter installed i SPECIFIER CHART Model No. Inlet Wcfth Solids Storage Filtered Flow Total Bypass (in}' Gx acity (cuff} (CIS1 I - Can. cs FGP-24C 24 - 09 OH 1 55 FGP30C 30 - 1.1 1.0-. 6.7 FGP-36C 36 1.4 12 79 FGPA2C I. 42 1.6 1A - &8 FGi7C- 48 1-115 99 • FGP-S.00t 50 23 1.8 11.6 FGR6.00 - 72 28 2.2 133 FGP-7.00 84 3.2 25 169 FCP.Ua 96 - 3.7 2-9 - 18.0 FGP-10.0C 120 4.6 - 3.5 219 FCP-12.0C1 144 5.6 4.2 26.2 FGP-14.00I 168 65 49 30.1 - FGP•16,0C 192 75 5.6 34.4 i FGP48.00I 216 83 6.2 382 FGR2IACI 262 9.7 I 7.2 I 44,3 FGP-28.00 336 110 9.5 5&6 . 'Dimensions shown are acproAmaie-submit exact measurements when sdering i i NOTES: 1.Storage rapacity reNec m%d maximum mods - mllestlsn prier 1°Impedng 9ltering bypc 2 Fltera�flmvrafe ircludesasaie(y Adw°t2 a."R`er'mens.'emdefie FLOGARD® +PLUS in theslanderd sizes(sa above)c in cutem sizes. CATCH BASIN FILTER INSERT 4.Amlabie with reco wed mount package mciWing fiberglass tray a➢awing"enlen azsss hem manhde. (Q1r0 Mount) 5.FW nie.Plusfinrrmsenish°mdbeusedim CURB INLET wifhareguly maimenance program.Refert" - rrenuiadurrfsrecommended nainteranm guideij� KnStar Enterprises,Inc.,Santa Rosa,CA(800)579-8819 08/cs US PA1 off • i i L I • --- `�-1 O_ �� 'l---_3�^ 1 �O�� __.-� r tea" � >� F✓� I �"W..��� �_ MECL�L"A"" CREEk LANDSCAPE AREA TF�;, — T G \ TYPE D-6 CURS LS� TRAIL PAR' �I- �3��' GRUSFDC , ('Y�J SU>z;=FG= � � I^� — PROPOSED 3•3"ROUS AT 6" ' �I . IN72R\'-iLS E_*12IRE L'TiGTn L lyQ yi PER,=O( .T GGEHP, HAROSCAPE PER G7EXT1 V_ ARCHITECTLRAL FLANJF v F!LT�( FABRL y y RIGHT OF WAY C ^ mvr • > >I �eu �e.nnrnur ,,s..xoLs , TYPE D—"o CURB -- AT 6"V.C.TO Z=-,-JG CONDEMNS oCEXIST. CRE;=K PciZFfRATED Gott'. n�TAiL TRAIL PER M-1 Na SGALE i OATS Nov C2, CS 1:48pm by f=os i FLE:L:�05�50}06i�P,{SOO�Corst:�c;��G7P�5CGp'6GA—iO4.dxcc /� T p m p �r DETAIL M A S S 0 I Cb !i S S 0 C 1 H i E J, T 11 C NO SCALE P L A N N I N G + E N G I N E E R I N G + S U R V E Y I N G _ 2CC E. WASHING70N AVE. + SUITE 20C ESCONDIDO + CA S2025-1816 r7 TF- (760) 741-3570 • AX (760) 741-1785 . www.mcsson—csscc.com T Designed Ey Drawn ay Checked 5y ✓AY 4iK j �/DS RECOMh ENDED 2K. i PJcns Pre`,ored UnCer Supervision Gf M/ChAEL C. sc �/Elrz P ��_¢ dS AccE.--rED aK, Dorf aearm ;F F.C.E. Nc. Expires 12-31-05 R.C.E. No. 1.9 I t I- 02 i200"c 12 1- FAX 5-9 12?6i 124 _ °nL'L.V Oncfl ERA -. GONT=GN S7C3 Rcicnde BcUieycrd • J\i/ Son Olege, CA 52173 fAP�53TsX7C37981 P33C)L'1iCr5 ih;C iE? 619-26?4117 FAX 61?4A?4113 Email sgcra�'�'rsciy-cnL.cnm Eileen Egan, P.E. Sales Enginamer February 17 200C Sent Via Fax Revised Bill Sheldon Sheldon Utilities 13771 Danlelsen Strut Suite L Poway, CA 92064 Dear Mr. Sheldon: Based On our conversation from today, it is my understanding that the perforated pipe that we have provided for your project will be field-adjusted to increase the number of perforations in rite pipe. 1 also understand that this perforation requirement Was any uncovered afmr the pipe was quoted, purchased and shipped with speclrrratians for 2 rows of%" diameter offices. You had a question about requirement for treatment of the zinc- codling -after field-cuttlng the orifices. it is the intent of this letter to address your concern, • Our corrugated Steel pipe products meet AASHTO M38 and A67M A760 standards. According to these standards, the rnetailic eating shall be repaired "if it has been burned by welding beyond the limits provided using zinc-rich painting or metallizing coating"'. CTherefore, oased on our experience and common practice, it 3l$" drill is used for �. perforating the pipe:hen `he Zinc Coating will net be burned so it will not require repair`. I hope this letter addresses your concerns. If you would like to receive a cony of the ASHTO andlor ASTi t standards mentioned above, please contact me. Also please contact me 1 you have any further questions. Regards, Eiieen Egan, PE/ Sales Engineer • 1 AASHTO SL=ndzrd M a6M; S�ndard Speoincarion to Gor ugaied eta€I Pipe, AAatall'c-Gear-�,for ScwErS and Drains. i L • eckra L' Sys- ems Protecting or improving the natural hydrologic environment The re6cr9e retention method of stormweter control is often essential to successFul site development. Water is frequently a viable cddition to detention facilities. In quality is usually improved by the sail's naiurai filtering sites where soils drain well and the water table is low ability—imporant when runoff contains surface co enough to accommodate c recharge system, such water ntaminants. management techniques may be the most economical Recharge systems are a widely accepted', effective means of managing runoff. subsurface water disposal technique. In urbanized areas Subsurface Effects of Development capable of supporting water table increases, these systems may be much less costly than largercapocty storm sewer One potential effect of urbanizciien is water table systems. reduction. low water tables weaken vegetation, undermine the soil structure and, in low-lying coastal Reference EPA Starmwater Technology Fact areas, permit salt wafer intrusion. Sheet, On-Site Underground Retention/Detention EPA 832-f-0 1-005. Water table reductions can be minimized by a surface Pwemenr water collection system and a subsurface recharge network. These systems share many of the basic requirements for detention systems that regulate storm sewer discharge,except that much of the accumulated vnoff water is cllowed to percolcte into the subsoil. The most efficient underground recharge system is a perforated corrugated metal pipe surrounded by very v a - porous materials such as uniformly graded stone. ------------ _ Typically, the some types of materials used around • subdrainage pipes are excellent for recharge syrems. For protection against soil infiltration, the entire system Perforated Corrugated Metal Pipe Systems is usually enclosed by a high quality, soikompafible j Standard pipe-wall perforations P/8"diameter holes geotextile to provide long-term filtration. meeting AASHTO M-36,Class 2. Reference CONTECH drawings 1008d67C and 10084688) provide approximately 2.6%open area. This provides adequate recharge flow for most soils. Perforated pipearch is a non- standard product with limited availability. Your local CONTECH Sales Engineer can help guide you with specifications, details or bulkheads, reinforcement, configurations, and other items. . Preserving Water Table Levels 1 Recharge systems may be designed to release detained storm water into the subsoil as needed to maintain original wafer table levels. If needed, the system can be designed to provide a higher water table than :z originally existed. • i I • - tflkl fP.I I'I: - >. :I' .I-I I i.al Ir IHI 1111 .1:I i::MI.i H' Y ri IA 11J1 IIIL IIIiII-. 11 Ip 1'd I11 •. S ilv 12 78 12' 17 x 13 1 1 12' Ic L22 12" 21 x 15 1 6 12" 6-1 x 47 22 12' I8 L.76 12' 24 x 18 22 12' 21 2.40 12' 28 x 20 2 6 .9 12' 6.9 x 4-9 24 12" x 4-1 7 26 12" 2d 3.14 12' 35 x 24 4.5 12' 7-0-0 x 5 29 12" 30 49 12' 42x29 6-512' 7-3x5-3.3 31 lY 36 70 12' 49x33 39 12" 42 9.6 12^ 57 x 38 '1 6 12' 7-8.x 5-5 33 12^ z - 48 7 2.5 12" Sd x 43 14 7-1 1 5-7..7 12' , . 36 12"y +I,y 54 15,9 12' 71 x47 18.i 12'60 19.6 12' 77.52 2 1.9 12' [ 2 66 23.7 12' 83.57 2h,0 12' 72 28.2 12' _ 84 38.4 12" _ _ •�y I" 90 44.1 12' 96 50.2 .12' - - a 60 x 46 13.6 15' '. 66x51 193 15" [ •, 73 x_x5 23.2 1 8" 1 - [ 91 x59 27.4 18^ •• 87 x 63 32.1 18, 12-4 x 7.9 74 24' [ 95.67 37.0 18^ 126 x 7-11 79 24' 103 e 71 42 4 18, 12-8 x 8-1 82 24' 112 x 75 48.0 21" 12-10 z 8-4 &6 24' a' 15C - 122 24' 1 17 x 79 54 2 21' 13-5 x 8-5 89 24^ 156 132 24" 128 x 83 605 24' 13-1 i x 9-7 93 24' v 162 Ida 24, 137x 87 67.A 24^ I41x2A 97 24' • i 168 153 24' 142 x 91 7A 5 24' 1 A-3 x 8-11 101 24' i4-10x 9:1 105 24" a 17A 165 24' 'Pipe Asd shape dmensions shown are For Soon 15-4 x 9-0 109 22- 180 176 24' and Rise respec11ve1y. 15S x 95 114 24' I 2 '186 188 24' 15-8 x 9-7 118 24' 192 201 2d^ - 15-10x9-10 122 24" MEN M 1 '_ t • 1 OP '"v 31-Inch Corner Radius(Rx) _ + 13-3 x 9d 98 24, $" [ 13-6 x9-6 102 2e c - _ 14-0 x 9-8 106 24' 14-2 x 9-10 i I i - 24" 12-5 x 100 115 24' i f Minima-permiss6le 5paxing far Mulfipie Instailafi.e 1d-I x10-2 1'0 24' IS-4 x IC4 i_4 24' 15-7x I05 129 24' - 15-10, 10-8 134 24" 3 n' 4 f [ Diameter 51.adng pipe-Arcs Soan 5po6ng s n Up la 24" 12" Up'a 36' 12 2<"to 72' 1/2 Cia,or Pipe 36"to 108' 1/3 Span ar PiF Arch 72'and larger 36" 108'to 189" 36' - Spx:cings shown provide room'ror proper boc8ll b enable he e:ruclure to develop adequate 20.5 x 13-0 2C8 36" site suop«i. 2G7 x 13-2 214 36' Call ycur CCNTECH Sales Engine,..,reldred CMP caial%, Nole: Mi.Imum coven drawn are re,H-20 live loading For c.rmfr 6on live loads.Coll your • CONTECH 5dex Engineer ror infermo`.ion or see other appropriate cctaloas 5 +!i I _ m 1 I ra'�'F r, i; i.•ei i;uhu 1 m i i i 'nt.I i .y o u 12 78 12^ 17x13 1_I 12' I S I,22 I2" 21 x 15 1 6 2' 6-1 x d7 22 12' 18 1.76 12' 24 x 18 2.2 12' 6.4 x a9 24 12' 21 2.40 12' 28 x 20 29 12' 24 2,14 12' 35 x 24 4.5 1 6-9 x 7-0 x 53.11 26 12" 30 d.9 !2' 42 x 29 65 12' 7-0 x 5 5-3 29 12" 36 7.0 12' 49 x 33 8.9 12' 31 12' 42 9.6 12, 57 x 38 1 1 6 12' 7-8 x:-5 33 2' 48 12S 12' 64 x 43 14..7 12' 7-1 1 x 5-7 36 12' 54 15.9 12' 71 x 47 18-i 12' 60 19.6 12' 77.62 2L9 12, 66 23.7 12' 83.57 26.0 12, 72 1 12' 78 33, e 84 38.4 12" 4 90 44.1 12' 96 30.2 -12' o •1 60 x46 15.6 15' •' ,4 66x51 193 15' • „ - 73 x SS 23.2 1 8' • 81 x 59 27.4 18' 87 x 63 32.1 18" 12-4 x 7 9 74 24" 95 x67 37.0 18" 126x7-11 78 24' 103.71 42 4 I a- 12-8 x 8-1 82 24' 112 x75 48.0 21, 12-10x84 85 24- » 15C 122 24' 117 x 79 54 2 21' 13,5 x 8-5 89 2d^ y= 156 132 24- 128.33 005 24' 13-11 x 8-7 93 24' v 162 143 24' 137 x 87 674 24' 141 x 8-9 ,97 24' • 168 153 24' 142.91 7d 5 24' 14-J x 8-1 1 101 24" a 17d I65 2d° •Pipe Ara6 shape dimenziom shown ore ier Span 14-10 x 9 1 105 24' I80 176 24' and Rise respectiveFy. IS-4 x 9-5 1 24' 186 188 24" liS x 9-5 114 24' 192 201 2d, I5-8 x 9-7 118 24' 1510x9-10 122 24" '�< SLin<h Cemer Radius 1R�) _ a 13�3 x 9-4 98 24" • 13-6 x 9-6 102 2e r .4-0 x 9�8 106 24- 1 4-2 x 9.10 1 11 - 2d^ 14-5 x 10-0 1 I5 24' Mimmam Permisricle 5 far M.I i 7e lnsiallafioas- 14.1 7 x IG2 120 24" Pa"ag p 15-4 x 10-4 124 24' 1 15-7x 106 129 24' 15.10x1M I3d 24' j Diameter Sparing Pipe-Arch Span Spe<vrg a' Up b 24" 12' Up,.36' 12, F 24'1.72" 1/2 Die.a(Pioe 36"t 708' 1/2 3oen o'r Pipe-Amh y'' 72"and larger 36, 108'Ic 189" 36' e S n s shown .vide room I.,PP baAnll to enable;he stmcLre to devela ode ucfe 4 ' Foc' 9 Pr Pro P 9 203.134 2C8 36" side nipped. 2C-7 x 13-2 214 36' Call ycur CCNTECH Sdes Engineer for related CMP cai.l.gs. Noie: Minim.m coven shown are.or H-20 live loading far censtru<;ian live loads.Cdl your • CONTECH Sdes Enaineer'or Inmrmetion or see ciher appr.oriere ccicioca j J ' i i Runoff l Detention Systems Sructural capacity for dead and live loads. Adapiable to site-specific Footprints_ Pre-Development Design • Economy. Watershed characterisfics of a planned development can • Durability. be closely predicted.The expected maximum runoff can Corrugated metal pipe underground detention systems can then be compared to historical levels and to the acceptable ` be sized and shaped to meet most site-specific storace capacities of existing downstrecm drainage systems. needs. Corrugated metal is available in finished pipe or for Underground detention units begin storing runoff water when large systems, as ecsily-cssembled structural plate in both inflow,exceeds the allowable discharge rate ci the storm galvanized steel and aluminum. sewer system. As Iona as Inflow exceeds the permissible Lightweight corrugated metal pipe sec5ons assemble quickly discharge rate, the detention system accumulates water and to lower installation costs and shorten site development discharges it over time. These detention systems work as times. Versatile corrugated metal pipe provides almost an integral part of the storm sewer system and provide a limitless opportunities to match individual site requirements, temporary storage area for excess stormwater. while lowering site development costs. Corrugated Metal Pipe Meets All Requirements Corrugated metal pipe systems fabricated From galvanized steel, ALUMINIZED STEEL'"'Type 2, polymeric coated or To achieve greater operating and installation efficiency, and aluminum are available.ALUMINIZED STEEL Type 2 is the far maximum long-term performance, subsurface detention most widely used because of its durability and economy. systems must have certain basic Features Generally, designing with the largest diameter of pipe possible, based on outlet elevation and parking lot elevation, achieves the most economical design. CMP can be installed I - - with as little as 1 foot of cover. See the bec!c page of this brochure. • _ �� '� - Variable sizing, materiel economy, faster installation and 6 m durability combine to make corrugated metal detention _ systems an economical method for controlling •i:t stormwater runoff. Free. . . Underground Stormwater Detention s fit. _ Design Software - to assist engineers with (heir underground stormwater 5 detention system designs, - -- CONTECH has a free y software package f available. You can select from several - -- pre-configured systems or custom design - _ - ,r, t^ your own—as well as m iq „ fir., ,; iT_`� n determine the hydraulics - • ,�,,. . , ,,, P` , Nrh me SCS Modified ,st - Rarionel Method, TR-55 or -- paste in your own hydrograph from Excel. Check the CONTECH website www.cantechapi.com for updates to ihis software program. 3 { I Water Quality Management Plan (WQMP) BUTTERFIELD SHOPPING CENTER Appendix G AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP I i G-1 Recording Requested By and When Recorded Mail To: BRSC, LLC 41623 Margarita Rd. Ste, 100 Temecula CA 92591 Attention: Mark Esbensen i his Space For Recorder's Use Only DECLARATION OF RECIPROCAL EASEDIENTS WITH COVENANTS, CONDITIONS AND RESTRICTIONS • FOR BUTTERFIELD RANCH SHOPPLNG CENTER BY BRSC,LLC, a California Limited Liability Company DATED AS OF MAT 2006 i i • � � � I--k8[E OFC0 == ARTICLE} DEFINITIONS ��� lJ "Allowable Gross Square Fnet` l.2 "Applicable �ap��` -`----`-`^-^^`--'------^-`^-� l 1.3 Area" or "Buildable Area"....................... -----------`~-`- I.4 "Commercial Area.` .......... 1.5 "Common���u {�o��" - ' ~r~^°^�^r ............ .............. -.^^-`-~ .2 1.6 "Common Area" vT"Common A�cas"'.--.--`.^-^-,^`� `~--~-~-- 1.7 " -`^-~-^-~^~� o-''�--a ` `n~ '~-,~----`-^-.-.------'--. -2 1.8 '1Coostao1 Dollars``..-.-.'-----^`-.-.^--'-_----`--'~--- 1.9 "Contracting --^``-^--`^ -^, .`.-^-.--.-.'--_.--.^--..-.-'. . [ �}lA � eo]aortiuu``......... .- -..... -`^`^. lJl "Developer' � --`^---'� ....................... 1.I2 "Through Are` --~^`~-^-----^-^-`-. � 3 1.13 ~InuorAreu". -'---~^` � -`--`-.-`-`.--'--.... � 1.14 `Lund}\zuu"' --`-`-~'`^`� `^-^'--`�--`~-~-`-^-`-------^-~ 3 1.15 «(}cu0000�`� -^^^-'--^-� � -`^--~-`^-~-`'----`^^~-^-^^-^-' 3 1.16 (lou�rd`` '.--'^---`-,~-^.-,.-.----`^~-^-^-'- 1.I7 «()*z�er`.--`--`-.-^^`.^,.^'_^-^-.--`-^-`-----``~-^^^~ I.18 "Yurte�` ..� '-~^`^^'--^'� -~'`^_^----, --- � l�}4 ',P�zzdKotn''.-'. -`-~-'--^` -~-._,--'--.. 3 1.20 'Toson/' .-_-^-,.'-.-`^-.---`_--`.-,.-..,~� 1.21 "Pert ��uoacrr' ��o"—' " ` --^~-^ 4 1��2 "S � -`-^-^-^-- uzuo�on uzouou���cb��c (�co�u��olouutud``.� . 4 1.23 `Ccrvion*l�ucil1es''.'.-.----'.- '' - . '--`^~^-. --`-`-,'--^--`- � 1.24 "Shopping Center"....................................... 1.25 ^fntentionally Omitted`` ....................... .......................~-.---`^-^`^-^-^^'" l�%6 ��i0�f`�az^- ' -`~-^-`^-^`^` --^--'^-^--`'-`'~-'^-'---^-^-`--~`~-^-.-.-4 � ARTICLE 11. BEGILU-ATI0N [FDMPRO � ,�^�^~^�^ -`-,-, 5 2./� Building Location..................................... 5 J.% Common Area.-,---'`^-^^--------.-^-`^-. 2.1 3bo� O�rn� ~ -`-^--^-^-^-^ Shop Signs -`-.^.-,--.~-.-`-.-._^-`----` 6 �L4 �oo��rS| --~'~-~-`-- ,,-'� ^u""^---`-`'---.^..^ 6 2^5 T)uzriurs.��-� .,^-.--.-.^.-,^`^-.^,. , � . � 2.6 /�l6on/ubluCross]� i I)oHdi�u''''- � --'^-^-^-^-`� 2.? 3�n�n��dl) � of ' ^��t'g-t`~-..'----`-^'' '^ '-'c- ~~"`^ng.'-~-.^-^-.---'-----' 7 2.8 <�000tozo�oo `-`^--� ---^--`-`- . ----'-.-,-.--,-..-.-.'--..�o Al[1lLJ^EIT} �]�D ({��-�-'--`^~ ---^-`^-^-`^--^- --.----^'`--.-,..4 ! � 3.1 PccnittodT)ueu.-,-- i --- ..........-`^`~---'^r--------`-.`---..y � � � | Dane • 3.2 Outdoor Sales.......................................................... 3.3 Ncxicus Use 9................................... 9 ARTICLE IV. E,ASEMENI'S............................ 4.1 Grant................................................................ :...............1 4.2 Free Access............. 1.................. .. .............................. 4-3Permanency of C r a n Easements.. ..............12 ............................... ARTICLE V. COMMON AREAS....................................... . .. 5.1 Location.................. 5.2 Possession.........3 No Commercial Use................ .................................................... ...........12 ........................._............... .. ............. ....... ..............12 ...................................................... 5.4 -Maintenance of Common Areas ................................... "'..13 5.5 Parlan .........................................13 15 5.6 Employee Parlcng........................:. --.................................. . 15 ARTICLE VI. INSURA NCE—DAMAGE AND DESTRUCTION.................... 6.1 Common flea Liability Insurance.................................................. 6.2 Owner Casualty Insurance......................... . .. 16 6.3 Construe .................... ........... .................16 on insurance 6.4 Release._......... ......................................................... .. ............. .................16 • ........... . ................. ........................... . 6.5 Requirements .:.................:.. 16 6.6 Repair or Raze........ ........17 . ..................... ....17 ARTICLE VIi. CONSENTING OWNER'S APPROVAL AND REPLACEMENT ...................18 7.1 Consent.........:.............................................................................................. 16 7.2 Replacement................................................................................................. ........ 16 ARTICLE VIII. RIGHTS UPON DEFAULT..............: 18 .............................................. 8.1 Events of Default.................... 18 88 2 Cure by Owners ......................_..........................................:...............................-..19 .3 Lien........................................................................ .......................................... I 19 8.4 Waiver,.............................._................. 20 .5 Remedies........................._. 8.6 Mortgagees............................ .....20 .. .............. 20 ARTICLE TX EFFECT OF BREACH UPON PURCF.ASERS AND MORTGAGEES.............21 9.1 No Termina7on:.....__.._......................_..................... 9.2 Mortgagee Protection................................ _................._ .?1 ..............21 9.3 Subordination of Lien Claims............ .......... ......................... • ARTICLE X. COVENANTS AND RECORDATION............................................................. 21 ii Page • 10.1 Covenants Run With the Lar)d................ 21 10.2 R-10fdat1on;Effecoive Date oi Declaration................................... ARTICLEXI. TAXES................................ ................;... ..................... .................................29 ARTICLE XII. MISCELLANEOUS ............. ..................................... ............ ...... ..............21) 12.1 Notices ....................................................................... .......... ........ ......................22 12.2 No Third Party Beneficiary........................... 22 12.3 Amendment and Termination........................................................................... 23) 12.4 Severability... ....!.......... .......................................... ........... ........... .....................23 12.5 Construction and Interpretation.................................... ........23) 12.6 Attorneys' Fees................ ........................... . ... .........................................-.23 • • iii A • DECLARATION OF RECIPROCAL EASEMENTS WITH O11 OVE'NAiNriS, CONDITIONS AT,,—, RES1 r T I TONS TS FOR BUTTERFIELD RANCH SHOPPING CENTER THIS DECLARATION OF RECIPROCAL EASEMENTS WITH COVENANTS, CONDITIONS AND RESTRICTIONS (this "Declaration")is made:his day of_ . 2006, by BRSC, LLC, a California limited liability company, whose address is 41623 Margarita Road Ste. 100, Temecula, Cauforma 92591 ("Developer"). RECITALS A. Developer intends to cause to be recorded this Declaration for the . Purpose of establishing a general plan for the development, maintenance, operation and improvement of certain real property in the City of Temecula, Riverside County, State of California, as an integrated, office/retail shopping center commonly known Butterfield Ranch Shopping Center, which property is more particularly described on Exhibit A., attached'hereto and incorporated herein by reference (the "Shopping Center"). • B. Developer is the fee title owner of the Shopping Center as of the date of the recordation of this Declaration. C. This Declaration imposes certain easements upon the Parcels (as defined herein) and establishes certain covenants, conditions and restrictions on each_portion of the Shopping Center as a mutual, equitable servitude. NOW, THEREFORE, as the fee title owner of the Shopping Center, Developer hereby subjects the Shopping Center to the following; ARTICLE 1. DEFINITIONS 1.1 "Allowable Gross Square Feet": the maximum number of square feet of permitted Commercial Area for each Parcel within the Shopping Center, whether the entire amount is initially used, or whether part is initially used and the balance is held for expansion. The All m Allowable Gross Square Feet of Commercial Area for each Parcel is detailed in Section 2.6. 1.2 "Applicable Laws": all applicable local, state and federal laws,riles and regulations, incbsding,without limitation, all entitlements granted by the City of Temecula to Developer, and requirements related thereto,relating to the Shopping Center. • Drafr deed In4/05 1 • 1.0 "Building Area" or `Buildable Area`: the area and the square fcotase allowed for Commercial Are a on each Parcel or collectively within the Shopping Center as more particularly described herein and designated on the Site Plan. 1.4 "Commercial Area": all areas used or constructed for use for commercial purposes within a Building Area, whether or not actually occupied, including, but not limited to, basement areas, subterranean areas, balcony areas, exclusive patios; sales and service areas, warehousing and storage areas, cell facilities, clerical or office areas and employee facilities. and enclosed loading and delivery areas. Commercial Area within a building shall be measured._from the exterior line of the exterior walls and from the center line of any party or common interior walls, without deduction for columns, walls or other structural or non-structural comoonents. 1.5 "Common Area Operating Costs'': has the meaning given to that term in Section 5.4. 1.6 "Common Area"or"Common Areas": all areas within the Shopping Center which are not Commercial Areas,Drive-Through Areas or Service Facilities and are not exclusively appropriated for the use of any single Occupant or limited number of Occupants by the terms of this Declaration. Notwithstanding the forgoing, "Common .Area" and "Common Areas" shall specifically include parking areas (including employee parking areas), plaza areas, access lanes, trash areas except to the extent designated for exclusive use of an Occupant, walkways, landscaped areas, trails,perimeter(not adjacent to a building) • sidewalks and all other similar facilities prow ded for the common convenience of the Owners, Occupants and Permittees. 1.7 "Consenting Owner": shall mean Developer so long as Developer is an Owner. Developer may, at any time as determined in the sole discretion of Developer, designate the Owner of any Parcel as the Consenting Owner (and upon acceptance by the designated Owner,such designation shall be effectuated in a recorded amendment to this Declaration, which amendment shall only need to be signed by Developer). If at such time as (a) Developer is no longer an Owner and Developer has not designated a new Consenting Owner, (b) Consenting Owner resigns as such, or (c)majority of the Owners determine to remove an existing non-performing Consenting Owner and elect a new Consenting Owner, the Owners shall elect one of the Owners as the new Consenting Owner, the Owner receiving the votes of Owners representing the greatest cumulative Land Area within the Shopping Center shall be elected the new Consenting Owner. Upon acceptance of such election by the duly elected Owner, an amendment to this Declaration, signed by such new Consenting Owner, shall be recorded identifying the new Consenting Owner. I 1.8 "Constant Dollars": shall mean the value of the U.S. dollar to which such phrase refers, as adjusted from time to time. An adjustment shall occur on the 1st day of January of the sixth (6th) full calendar year following the date of this Declaration, and thereafter at five (5) year intervals. Constant Dollars shall be determined by multiplying the dollar amount to be adjusted by a saction, the numerator of which is the Current index Number and the denominator of which is the Base Index Number. The`Base Index • Number" shall be the level of the Index for January 1 of the year this Declaration I)=ja.ed 1!21'06 • commences; the `Current Index Number" shall be the level of the Index for January 1 of the Yea.,preceding-the adjustment year; he ``Index"shall be he Consumer Price Index for All Urban Consumers,published by the Bureau of Labor Statistics of the United States Department of Labor for U.S. City Overage, All It, (1982-84=100), or any successor index thereto as hereinafter provided. If publication of the Index is discontinued, or if the basis of calculating the Index is materially changed, then the Consenting Owner shall" substitute for the Index comparable statistics as computed by an agency of the United States Government or, if none, by a substantial and responsible periodical or publication of recognized authority most closely approximating the result which would have been achieved by the Index. 1.9 "Contract rig Party": is defined in Section 2.8(a). 1.10 "Declaration": this Declaration of Reciprocal Easements with Covenants, Conditions and Restrictions. 1.11 "Developer': BRSC, LLC, a California limited liability company, its successors and assigns. 1.12 "Drive-Through Area': all areas within the Shopping Center designed or used to provide services or merchandise for delivery to consumers or users in vehicles including stacking areas; order areas,pick-up areas and curb cuts or driveways used only for such uses. Drive-Though Area shall also include all areas within the Shopping- Center used as a gas or diesel fueling area or car wash service area. 1.13 "Floor Area': the total square feet offloor area contained within the boundaries of the exterior surfaces of the exterior walls of single tenant buildings, or within the boundaries of the center line of interior walls of multi-tenant buildings,but excluding any second story, mezzanine, basement space, decorative facades, fascia or architectural treatments, overhangs such as canopies, exterior loading docks, exterior delivery areas, exterior trash enclosures or pallet areas and exterior utility rooms; provided that in all of the foregoing cases, such areas are not used for the sale or storage of retail goods or services. 1.14 Land Area": the total square feet of land surface area contained within the boundaries of any Parcel, or any specific area within the Shopping Center designated by a legal description. Land Area includes all Commercial Areas and Common Areas within aParcel. I 1.15 "Occupant': each of the Owners and any Person from time to time j entitled to the use and occupancy of any portion of the Commercial Area in he Shopping Center ruder any lease, sublease, license, or concession agreement, or other instrument or arrangement. 1.16 Inentionaliv Omitted. 1.17 "Owner": the record holder of fee title to all or any portion of anv • Parcel comprising the Shopping Center, heir respective heirs,personal represertati'ves, man damd L24/06 3 assigns and successors in interest. The term "Owner' shall also include any Occupant under a lease designated to act en beha f of such Owner in the exercise of i_.e rghts cr powers granted to such Owner under this Declaration. So long as such designation remains in effect, such designee shall be deemed an "Owner"hereunder with respect to the designated Owner's Parcel and the rights or powers so granted; except as may be otherwise be set forth herein;provided, however, that there shall not be more than one (1)Person exercising the rights of an Owner with respect to any ind vldual Parcel at any time. In order for any such designation to be effective, such designation must be in writing, executed by such Owner and its designee and served upon the Consenting Owner in the manner provided for notices hereunder, and no such designation shall relieve the designating Owner of liability for the obligations imposed on such Owner under this Declaration. 1.18 "Parcel": Any lot depicted on the Site Plan, as the same may be revised from time to time by lot line adjustment or otherwise. Any two or more of which maybe referred to as "Parcels." 1.19 "Permittees": all Occupants and all customers, employees, agents, contractors, vendors, suppliers,visitors and other business invitees of Owners and Occupants insofar as their activities relate to the intended use or construction of the Shopping Center. 1_)0 "Person": individuals,partnerships, `arms, associations, corporations, trusts, limited Lability companies, government agencies, administrative tribunals, or any • other form of business or legal entity. lal "Property Manager': that person or entity responsible for the oversight of maintenance of the Common Areas as designated by the Consenting Owner and as more particularly set forth herein. 1a2 "Same geographic area in which the Shopping Center is located" or "in the same geographic area of the Shopping Center": means the County of Riverside, California. 1.23 "Service Facilities": sidewalks adjacent to a building; raised loading docks, delivery and pick-up truck ramps or wells, trash enclosures, exterior coolers, shopping cart storage areas for a specific Occupant, bottle storage areas, automatic teller machines, video drop boxes, and other similar service facilities. 1.24 "Shopping Center": that property legally described on Exhibit A attached hereto and incorporated hereby by reference. 1.25 ;"Shopping Center Sign Criteria": the sign criteria for the Shopping Center as set forth on Exhibit C attached hereto and incorporated hereby by reference. 1.26 "Site Plan the Site Plan is the plan for development of the Shopping Center; depicted on Exhibit B attached hereto and incorporated herein by reference. Nothine contained in this Declaration shall be construed as to disallow Developer from • revising the Site Plan, including without litnitation by causing one or more lot line Dra¢62ied U24i06 A • adjustments lobe recorded affecting Parceis w thin the Shopping Center, so lone as such revisions are ir. accordance wish Applicable Laws and do not materially and advereiy a ect any other Parcel. ARTICLE II. REGULATION OF I_VIPROPEAIENTS 2A Building Location. No building, structure; or improvement of auv kind, other than Common Area improvements, will be constructed or installed, except (a) in those areas spzcincaliy designated as the Building Area, as designated on the Site Plan, (b) Service Facilities approved by the Consenting Owner, (c)Drive-Though Areas approved by the Consenting Owner, (d) temporary improvements approved by the Consenting Owner or(e) as otherwise permitted in Section 2.2 below. Declarant reserves the right to designatz certain portions of the Shopping Center for the installation of cell tower facilities. CnIess otherwise expressly permitted by this Declaration or agreed to in writing by Developer and as maybe allowed by Applicable Laws, the Owners have no right to place footings, signs, canopies, roof overhangs, cornices, columns, foundation walls and walls or other building features whether or not attached to a commercial building which encroach or project beyond the Building Areas. The Building Areas are designated areas where buildings or structures maybe located, but the entire amount of Building Area does not necessarlyhave to be used initially for buildings. The total square footage of utilized Building Area on any Parcel shall not exceed the Allowable Gross Square Feet for each Parcel. All Commercial.Areas,Drive- Through Areas and Service Facilities shall be constructed and maintained by the Owner of • the Parcel upon which such improvements are located in good condition and repair as reasonably determined by the Consenting Owner and in accordance with all Applicable Laws. All Parcels or unimproved portions thereof on which buildings are not under construction as of the date any Owner first opens its doors for business on a Parcel, shall be kept weed free and clean at the respective Owner's sole expense (excluding improved Common Areas, which shall be maintained in accordance with this Declaration) until such time as a building or buildings are constructed thereon. 2.2 Common Area. The Common Area is hereby reserved for the non- exclusive use of the Owner, Occupants and their Perm ittees. The Common Area may be used for vehicular driving and parking areas,pedestrian traffic,pylon and directional signs, sidewalks, walkways,perimeter walls,retaining walls, fences, non-exclusive cart corrals. non-exclusive pans and nonexclusive seating areas,parking lot lighting, utilities, landscaping and for the other uses specified in this Declaration. The Common Areas may be used for outdoor sales areas only as expressly permitted herein or upon the prior written consent of the Consenting Owner and in compliance with Applicable Laws. No buildings or structures shall be placed or constructed in the Common Area except, with the prior written approval of the Consenting Owner, pylon and directional signs,paving, bumper guards or curbs, landscape planters, benches, tables and chairs, lighting fixtures,perimeter walls and f nces, utility pads, sidewalks, cart corrals,retaining walls to he extent that thev do not impede access to the tear or sides of buildings, trash enclosures (with all trash being hidden from view from the parking areas) and other Service Facilities and Drive-Through'Areas. The Common Area shall be constructed generally in accordance with the Site Plan (and any • Applicable Laws, inciudin2bul not limited to de' veiopment obligations as maybe required F>rzP:died 1i2406 • by applicabi_e govemmental agencies); provided however that the Consent in, Owner may make changes to the Site Plan without he a r- such chance approval ci of the rem 'airing Owners, so long as changes are m conformance with Applicable Laws (as defined above) and do not materially alter the drive aisles and building areas as shown on the Site Plan without the consent Of all the Owners. The Common Areas shall be kept and maintained as provided for in his Declaration. The sizes and arrangements of the Common Area improvements, includ ng, w tnout limitation, service drives and parking areas, striping, traffic directional arrows and signs, concrete bumpers, parking lot lighting,perimeter walls and fences, cart corrals,retaining walls and landscaped areas together with necessary planting may not be changed without the written approval of the Consenting Owner, and in any event must comply with Applicable Laws. No access lane,parking area or `'Main Drive Aisle" (as labeled and depicted on Exhibit B) on any parcel shall be altered without the consent of all of the Owners and,in any event, any alterations must comply with Applicable Laws. 'Notwithstanding Center anyth ng to the contrary in this Declaration, the parking area of the Shopping Center shall consist of not less than four(4)Parking spaces per each 1,000 square feet of Building Area; provided, however, if any "stand alone"rest s located n the Shopping Center, aurant or fast food facility there shall be at least ten (10) spaces per each 1,000 square feet of Building Area for each such restaurant or fast food use. 2.0 Shop Signs. All signs attached to orprotruding from any Commercial Area("Shop Signs") 0) must be in conformance with all Applicable Laws and the Shopping Center Sign Criteria and (ii) are subject to the review and approval of the Consenting Owner, which consent shall not be unreasonably withheld or delayed. All Occupant or • Owner signs must first receive Consenting Owner review and approval prior to any submittal to any governmental agency for permitting. Any signs installed by individual Owners or Occupants shall be installed,maintained, and operated at the sole cost and expense of that particular Owner or Occupant. 2.4 Sho ina Center Si Qm. Subject to Consenting Owner and gover2 rrental approval, each Owner may construct Shopping Carter identification monument signs identifying the Shopping Center in the areas shown on the Site Plan on such Owner's parcel ("Monument Signs") and may also construct Shopping Center signs identifying terrain tenants ('Tenant Signs"), The location and design of the Monument Signs and Tenant Signs shall be subject to the approval of he Consenting Owner and in conformance with the Shopping Center Sign Criteria and other Applicable Laws. The approval_of the Consenting Owner shall be required with respect to the design, size and location of the sign fascia used. Any modificat on to the Monumeat Signs or Tenant Signs ,,tnreasonably withheld.subject to the pr or written consent of the Consenting Owner, which consent shall not be '. i 2•5 Barriers. No hedge, fence, wail, or other like barrier or barricade may be constructed on the line separating P one Parcel from another Parcel, other than 'in-Drovements expresslvpermitted herein, or upon the Common Areas, or any portion theeof, which shall prevent, impede or impair the use or exercise of any of the easements herein granted, or free access and movement upon the Common Areas. Each Owner shall have the right to take such steps as it deems necessary to prevent those persons not . autho ized'oy hss Declaration to us ' e 'the Cornrnon-Area from usi_nS the Common Area for orz=ezwa�r;ioo 6 • ingress, egress and parking. INN withstanding the fcregom_ o Declara or. shall be coast ued to create "exclusi•,e ark Parking" nou7mb contained in this exclusive benefit of any individual Owner or Occupant, or their:Parking five ustomers,d emplovees, or designees. 2.6 allowable Cross Building Area. No building or comb nation of buildings will at any time be constructed or maintained on, under, any Parceis of the Shopping enter which exceeds the Allo able Cross ove the surface- of s Square Feet for b C such Parcel or Parcels. The Parcels shall have Allowable Gross Square Feet as set forth below: Parcel 9: 6,300 sq. ft. Parcel 4: 25,400 sq. ft. Parcel 5: 10,000 sq. ft. Parcel 6: 7,000 sq. ft. Parcel 7: 7,000 sq. ft. In the event of a coaftict between the Allowable Gross Square Feet of any Parcel as set forth in this Section 2.6 and the Site Plan, this Section 2.6 shall control. 2.7 Tvoe and Design of-Building. (a) In order to produce an architecturally compatbie unified • shopping center, each building in the Shopping Center, now or in the future, shall be of first quality construction and architecturally designed so that its exterior elevation (including signs) and color will be architecturally and aesthetically compatible and harmonious with all other buildings in the Shopping Center. No building may be constructed nor the exterior of any existing building changed or modified in any way(including; without limitation, signs and color)without the prior written approval of the Consenting Owner as to the exterior design, color and elevations of the build fig to be constructed or modified, which approval shall not be unreasonably withheld so long as such design, color and elevations comport with the requirements of the first sentence of this Section 17(a). (b) Every building shall be either equipped with automatic sprinkler systems or shall be constructed in such a manner as not to adversely affecthefierating of any building built up a P fir,The purpose of this subparagraph(b) is to allow buildings built on each Parcel to be fire rated as separate and distinct units without deficiency charge. (c) No building shall be built in such a manner as to adversely affect the structural integrity of any other building in the Shopping Center. (d) Each Owner or Occupant shall maintain or cause to be maintained al Drive-Through Areas, Service Facilities and the exterior of any building located on such Owner's Parcel(s) in a quality and condition comparable to that of first class shopping centers of comparable size and nature located in the same geographic area as the S oppung Center. All Service Facilities sha l be attractively screened from view from the Draft dated 1/24/06 7 Parldng areas to the extent required by the Design Guidelines; any govenmental authorities and the Consenting Owner. (e) Notwithstanding anything to the contrary contained herein, there shall not be installed aaywhere within the Shopping Center any cell tower with prior written consent of the Consentingout the Owner; wh ch consent may be w hheld n he sole and absolute discretion ofthe Consenting Owner. AdditionaLy, no satellite dishes shall be installed within any porion of the Shopping Center, without the Ph written consent of the Consenting Owner, except that satellite dishes may be installed on the roof of a building Provided that such satellite dish is screened in a manner satisfactory to the Consenting Owner_ 2.8 Construction Requirements. (a) All work performed in the construction, maintenance, repa r, replacement, alteration or expansion of any building, Service Facility, Drive-Through Areas, sign or Common Area improvements located in the Shopping Center shall be effected as expeditiously as possible and in such a manner as not to prevent the use of any"Main Drive Aisle"as labeled and depicted on Exhibit B, or to unreasonably interfere, obstruct or delay (i) access to or from the Shopping Center, or any part thereof to or from any public right-0f- way, (d) customer vehicular parking in that portion ofthe improved Common Area located within a reasonable proximity to any building constructed in the Shopping Center, or(iii) the receiving of merchandise by any business in the Shopping Center including, without • limitation, access to Sery ce Facilities. Staging for the construction replacement; alteration or expansion of any building, sign or Common Area improvements located in the Shopping Center including, without limitation, the location of any temporary buildings or construction sheds, the storage of building materials, and the par,dng of construction vehicles and equipment(`Uect vely, "Staging"), shall be limited to that portion of the Shopping Center approved in writing by the Consenting Owner(which, as a general rule,shall be limited to such individual Parcel) and shall be enclosed by a temporary fence screening its contents from view to the remainder of the Shopping Center. The Person contracting for the performance of such work ("Contracting Party") shall, at its sole cost and expense,promptly repair and restore or cause to be promptly repaired and restored to its prior cond lion of such work. all buildings, Signs and Common Area improvements damaged or destroyed in the performance (b) The Contracting Party shall not permit any liens to stand against any Parcel for any work done or materials urnsshed in connection wi`h the performance of the work described in subparagraph(a) above,provided,however, that the Contracting Party may contest the validity of any such lien (provided the Contracting Party Posts or causes to be posted, a bond as described below, in an amount sufficient to release such lien), but aeon a final determination of the validity thereof the Contracting Pasty shall cause the lien to be satisfied and released of record. The Contracting Party shall, within fifteen (15) days after receipt of written notice from the Owner of any Parcel encumbered by any such lien or claim of lien; cause any such outstanding lien or claim of her to be released ofrecord or transferred to bond in accordance with applicable law. If the Contracting Party • fails to timely release the Len, the Owner of said Parcel shah have the right; at the Drat dated P24/06 • Contracting parts=s expense, to transfer said Len to bond. The Contracting Parry-shall indernni --, defend and hold harmless the Ow,ers and Occupants of the Shopping Center from any aad all liability, claims, damages, expenses (including reasonable attorneys' fzes and costs and reasonable attorneys' fees and costs or, any appeal), liens, claims of lien. judgments, proceedings and causes of action, arising out of or in ary way connected with the Performance of such work, except to the extent caused by the grossly negligent or wiilfi l act or omission of the indemnified person, its tenants, subtenants, agents, contractors or employees. Owners encroachments upon the Common a m oc may occur as a rowledge esult of the use of adders, scaffolds, store front barricades and similar facilities in connection with the construction, maintenance, repair, replacement, alteration or expansion of buildings, Service Facilities, Drive-Through,Areas, signs and Common Area improvements located in the Shopping Center, all of which are permitted hereunder so long as all activities requiring the use of such facilities are expeditiously pursued to completion and are performed n such a manner as to minirnize any interference with use of the improved Common Area or with the normal operation of any business in the Shopping Center. ARTICLE M. OPERATIONS AND USE • 3.1 Permitted Uses. Neither the Shopping Center nor any part of it will be used and no building or other improvement will be constructed, maintained, or used for any purpose other than retail, restaurant, oEce and other service establishments and such ancillary uses in connection therewith,from time-to-time, subject to zoning and other govemmental regulations and Applicable Laws. Except as otherwise expressiyprohibited by this Declaration, any part of the Shopping Center may be used for any commercial or business operation, use or purpose, which is expressly authorized herein or which is common to or customary in first class shopping centers in the same geographic area in which the Shopping Center is located and which is not expressly prohibited by this Declaration or by Applicable Laws. Notwithstanding anything to the contrary contained herein, after the initial construction and issuance of a certificate of occupancy for the first building within each Parcel, there shall not be a change of use of such building or any new construction or use within such Parcel which would result in an increase in parking requirements for such Parcel and/or the Shopping Center imposed by Applicable Law in excess ofthe paring available on such Parcel. 3? Outdoor Sales. No merchandise, equipment or services shall be displayed, offered for sale or lease, or stored w thin the Common Area or outside of the Building Areas; provided,however, the foregoing prohibition shall not be applicable to (i) the storage of shopping carts (subject to the restrictions set forth in this Declaration); (u) the installation of vending machines and similar promotional devices on the sidewalk immediately adjacent to a building; provided that such use and location is approved by the • CCnsenting U -Ler and the Owner Of any Parcel On which such imam vementS c- actvitre5 DraF dated 1/24/06 9 • are to be conducted and does not unreasonably=unte_-fere with access to and from the Common Area or between buildings, (iii) temporary Shoppmg Center promotions, except that no promotional activities will be allowed in the Common Area without the prior written approval of the Consenting Owner and the Owner of any Parcel on which such improvements or activities are to be conducted; (iv) any recycling center, provided that the location is approved by the Consenting Owner and the Owner of any parcel on which such improvements or activities are to be conducted. or(v) any Drive-Through Areas approved by the Consenting Owner and the Owner of any parcel on which such improvements or activities are to be conducted. 3.3 Restricted Uses. Notwithstanding anything to the contrary contained in this Declaration, no portion of the Shopping Center shall be used for any of the follow fig; (a) adult bookstore, a so-called `'head" shop, off-track betting, gambling, gam fig or check cashing facilities; (b) _`uncral parlor, animal raising or storage (except incidental to a full-1 ine retail pet sacoly operation), flea market or swap meet,junk yard; (c) drilling for and/or removal of subsuT ace substances, dumping, disposal, incineration or reduction of garbage or refuse, other than in enclosed receptacles intended for such purposes; (d) an athletic or recreational facility, including but not limited to, a bowling alley, a skating rink (except that a health club not exceeding 3,000 square feet of floor area shall be permitted so long as it is not within two hundred fifty(250) exterior lineal feet of the front door of Building "C", as identified on the Site Plan), a theater, a video or pinball game operation (except that such prohibition shall not apply to any restaurant containing not more than five (5) individual • games); (a) an educational, vocational or religious fac li a ty, including but not limited to; church, a beauty school or otherinstitution for vocational training; (f) professional and business offices including but not limited to, any govesmental office or operation, except that service-related offices typically found in comparable first-class shopping centers shall be Permitted, ncluding, without limitation, real estate offices, sheriff substation insurance agencies, title companies, financial services, medical and dental offices, accounting offices and travel agencies, so long as same are not within two hundred (200) exterior lineal feet of the front door of Building"C" and are collectively limited to not more than a total of 6,000 square feet; (g) a restaurant or fast food facility with n two hundred (200) exterior lineal feet of the front door of Building"C"; (n) an industrial facility, including but not limited to, a manufacturing or warehousing facility, or (i) any use which constitutes a public or private nuisance or produces materially obj ectionable noise or vibration. Notwithstanding the foregoing, the restrictions set forth in(t) above shall not apply to the building identified on the Site Plan as Building `A". 3.4 Exclusive Use. So long as Big 5 Corp. ("Big 5")has a leasehold interest in any portion of the Shopping Center, no onion of the Shopping p g pp o Center other than Building"C"(as designated on the Site Plan)maybe used for the purpose of primarily selling sporting goods items ("Big 5's Sporting Goods Exclusive"). Notwithstanding the foregoing. Big 5's Sporting Goods Exclusive shall not apply to the sale by other tenants in the Shopping Center of any goods which are covered by Big 5's exclusive so iong as such sales are incidental to the primary use of any such other tenant(any such sales shall be deemed "incidental" ii such items occupy no more than ten percent(10 0 of the sales floor • area of the premises of such tenant). Further notwithstanding the foregoing, Big 5 s Sporting Goods Exclusive shall terminate if Big 5 (a) assigns as lease or sublets its premises for a use 10 • Other than a sporting goods business, or(b) ceases to operate a retail spoting goods business in Building"C"for a period in excess of one hundred eighty(180) consecutive days (except when Big 5 is not open for business due to (i) fires, earthquakes, floods or other casualty events, or governmental restrictions, or other events beyond Big S s reasonable control, (ii)improvements to or repair or reconstruction of Building`C", or (iii) in preparation for an assignment or sublease of Big 5's premises for a retail sporting goods business). ARTICLE IV. EASEMENTS easements. 4.1 Grant. Developer hereby creates, dedicates and grants the following (a) Ingress. Egress and Park ng. Developer hereby creates, dedicates and grants nonexclusive, irrevocable easements appurtenant to each Parcel over the Common Areas of all Parcels for the purpose of ingress and egress by vehicular and pedestrian traffic of Owners, Occupants,Per_nittees, and their customers, licensees and invitees; andparking of vehicles of the Owner, Occupants, orPermittees and their customers, licensees, and invitees; and for the other Common Area uses provided for herein; limited however, for purposes connected with or incidental to any permitted use (as set forth in Section 3.1) being made of any portion of the Parcel. • (b) Access. Developer hereby creates, dedicates and grants nonexclusive; irrevocable easements appurtenant to each Parcel over the Common Areas of all other Parcels for the purpose of fur, access and the right of access between the public streets and any parking areas situated on the Shopping Center- (c) Siffis. Developer hereby reserves an easement under, through, and across the Common Area of the Parcels on which Monument Signs are installed for the installation, operation, maintenance; repair and replacement of Monument Signs referred to in Section 2.4 above and depicted on the Site Plan, and all utility lines and facilities appurtenant thereto. Developer further expressly reserves the right to assign the benefits and delegate the duties associated with the reserved easement to the Property Manager, to the Consenting Owner or to any other person as those terms are defined herein. (d) Surface Drainage. Developer hereby creates, dedicates and grants an easement appurtenant to each Parcel under, through and across the Common Area of all other Parcels for surface drainage of storm water consistent with the drainage plan developed by Developer in connection with the development of the Shopping approved by the applicable governmental agency, the City of Temecula, CalTrans,tand,'orer and as Riverside County. i (e) Utiiities. In addition to any utility easements shown on any recorded or future subdivision map; Developer hereby reserves an easement under, through Common across the Cmon Areas and the Parcels for the installation, operation, maintenance. • repair and replacement ofutiL y lines, pipes, wires and facilities ("Utlities"). Developer oru.dz«d 1124Jo6 11 • agrees to locate any such Utilities in any location, so as not to unreasonably interfere with use of such Parcels by the Owners and Occupants thereof. Developer reserves the right, upon the completion of the installation of the Utilities, to record an "as-built' site plan which depicts the location of any easements for Utilities. Developer iiirther expressly reserves the right to assign the benefits and delegate the duties associated with the reserved easement to the Property Afanager, to the Consenting Owner or to any other Person as those terms are defined herein.. Developer and/or the Owner of any Parcel, as applicable, which installs any such Utilities or otherwise performs construction activities in connection with any such Utilities shall immediately restore any damage caused by such construction activities and shall indemnify, defend and hold harmless the other Owners and the Property Manager from all liabilities resulting from such construction activities (except to the extent resulting from the gross negligence or willfial act of any other such Owner or the Property Manager). (0 Common Area. Developer hereby creates, dedicates and grants to the Consenting Owner and to the Property Manager a non-exclusive irrevocable easement in, to, on, under and across the Common Areas for the performance by the Consenting Owner and the Property Manager of each of their obligations and rights set forth in this Declaration. 4.2 Free Access. The Owners covenant that at all times free access among and between the Parcels owned by each Owner and the remainder of the Shopping Center will not be impeded and will be maintained, except in limited circumstances such as • 'temporary interruptions for repairs or reconst-uction, or as a result of Acts of God. 4.3 Permanency of Certain Easements. The easements created pursuant to Sections 4.1(a), (b), (d) and (e) shall be perpetual and shall survive the termination of this Declaration. ARTICLE V. COMMON AREAS 5.1 Location. All areas not used as Commercial Areas, Drive-Through Areas or Service Facilities, but used for other purposes permitted by this Article, will be improved, used, and maintained as Common Areas. 5.2 Possession. The Owners, or their respective successors or assigns to all or any part of their Parcels, will jointly have the general possession of all Common Areas of the Shopping Center, and such parties jointly or individually may, at any time and from time to time, remove, exclude and restrain any Person from the use or occupancy of such, excepting bona fide Parmittees who make use of such areas as contemplated herein and except as permitted by any recorded easements for public utilities,public roads, flood control, drainage, and similar, public services. if unauthorized use is being made of any of such Common Areas, any of the Owners may restrain or terminate such unauthorized use by appropriate proceedings after the expiration of twenty-four(24) hours after written notice to the Owner of such Parcel and such Owner's failure to abate such use. • Drag dated 1/2 /06 12 • 5.3 No Commercial Use. None of the Common Areas shall be used for COimrner Ci&1 pli;YGSES by any Owner. OGCLruaut; Per,—iuti or PetSGn, except in accordance with the provisions of tins Declaration. AL of the uses permitted within the Common Areas shall be used within reason and judgment so as not to interfere with the primary purpose of the Common Areas which is to provide for access and parking for the customers, invitees and employees of those businesses conducted within the Shopping Center and for the servicing and supplying of such businesses. The seasonal or occasionai sale of merchandise by Developer and Persons approved by the Consenting Owner and the Owner of such affected Parcel (which approval may limit the m ng and location thereof) shall be permitted n the Common Areas on such Parcels so long as such portion of the Common Areas is Promptly restored upon completion of such sales to its condition prior to said sale without any cost or expense to the other Owners. Developer and Persons approved by the Consenting Owner shall also be permitted to have vending machines, kiosks, propane exchange facilities or other minor improvements adjacent to its Building Area. 5.4 Maintenance of Common Areas. The maintenance of the Common Areas shahs be contracted for, and overseen, by the Property Manager. The Property Manager shall contract for(on behalf of the Owners and subject to reimbursement as set forth herein) and oversee the maintenance and repair of the Common Areas to a condition consistent with other first class shopping centers in the same geographic area in which the Shopping Center is located. Notwithstanding the foregoing or anything else to the contrary contained herein, the Property Manager may resign at any time by giving the Consenting • Owner not less than thirty-(30) days prior written notice and, until the Consenting Owner appoints a new Property Manager; each Occupant or Owner of each Parcel shall maintain the Common Area on its Parcel as set forth above. (a) The phrase "Common Area Operating Costs"shall mean the aggregate of all costs, expenses and liabilities of every kind or nature paid or incurred by the Property Manager(to the extent that the Property Manager, in its good faith judgment, regards it as reasonably necessary or appropriate to provide the services and materials hereafter referred to and to pay and incur the costs, expenses and liabilities hereafter referred to) in connection with the Common Area which shall include,but not be limited to, expenses relating to: sweeping, cleaning, removing of dust and debris from,maintaining, restriping and repairing the Common Area; lighting the Common Area(including replacement of j bulbs and ballasts and painting, lighting service contracts, repairing and maintaining of light standards); installing and maintaining project identification signs and Monument Signs that the Developer may determine to install for the Shopping Center, providing signs and'or Personnel for assist in in traffic control and management at the Common Area; constructin.g, j operating, repairn0 and ma retaining any on-site or off-site utilities necessary or appropriate for the operation of the Common Area;providing and maintaining planting and landscaping with respect to the Common Area, including any temporary landscaping, weed removal, or erosion control measures; providing security services with respect to the Common Area; operating any loudspeakers or other equipment supplying music;providing public liability and property damage insurance with respect to the Common Area; utilities charges for any services to the Common Area; personal property taxes assessed by any federal, state or local governmental entity with respect to the Common Area; repairing and mairtammg sidewalks • DrrB dated 1,24/06 1� f • n the Common Area (inckud ding, without l m ratio_perod c steam cleaning thereo ); plus all or, costs and expenses of every kind or nature paid or incurred by the Property Manager relative to operating, managing and e u ins the Common Area ir_cluding, without lunitatlon, an administrative fee Of ten pc cent(10°o) Oi the as a aforesaid costs and expenses and liabilities paid or incurred by the PropertyaManager f the (provided, however, that such aggregate amount from which such administrative fee is calculated shall exclude the costs of`'public liability and property damage insurance with respect to the Common Arca"set forth above). The Propery Manger shall not be entitled to any administrative fee or Other reimbursement for administrative costs in excess Of the ten percent(10%) amount set forth in the immediately preceding sentence. Notwithstanding the foregoing, Coon Area Operating Costs shall specifically not nclude real properly taxes on any portion of the Common Areas or capital expenditures incurred in connection with the initial construction of the Common Areas. (b) The Owner of each Parcel shall pay their pro rata share of the Common Area Operating Costs which shall be calculated by multiplying the Common_Area Operating Costs by a fraction, the numerator of which is the aggregate square feet of Land Area within the specific Parcel and the denominator of which is the aggregate square feet of Land Area of the Shopping Center. Each Owner shall pay its pro rata share of the Common Area Operating Costs within twenty(20) days after invoice from the Property Manager with respect to recurring items, or within t'iirty(30) days after invoice from the Property Manager with respect to non-recurring items,which invoices may be monthly and may be based on estimates of anticipated expenses subject to adjustment based on actual figures. • The Property Manager shall have the right to estimate an Owner's pro rats share of the Common Area Operating Costs for the relevant calendar year, whereupon, commencing on the date designated by the Property Manager and continuing for the balance of the calendar year, the Owner shall pay the Property Manager on the first day of each month, monthly in advance, one- twelfth(1/12th) (or such greater percentage as is appropriate if such estimate is only for a portion of a calendar year) of the amount so estimated by the Property Manager. Notwithstanding the foregoing, if the Property Manager incurs emergency costs or expenses in connection with the Common Areas, the Property Manager may submit to the Owners a statement setting forth an itemization of such emergency costs or expenses so incurred in connection with the Common Areas. With n th ry(30) days of receipt of such a statement, each Owner shall pay to the Property Manager such Owner's pro rata share of such emergency costs or expenses. I (c) Within ninety(90) days after the end of the applicable j calendar year, the Property Manager will give each Owner notice of the total amount paid by such Owner for the relevant calendar year together with such Owner's pro rata share of the Common Area Operating Costs for such calendar year. if the actual amount of such Ow-IlerS pro rasa share of the Ccrnmon Area Operating Costs with respect to such period exceeds the aggregate amount previously paid by such Owner with respect thereto during such period, such Owner shall pay to the Property Manager the deficiency within ten (10) . days following notice from the Property Manager: however,iftne aggregate amount D,—.P.daiea i/Y:'05 1^ • prevr onsly paid by such 0 caner with respect thereto exceeds such Owner's pro rata share of the Common Area Operating Costs for such period, then such surplus (net of any amounts then owing by such Owner to the Property Manager) shall be refunded to such Owner or applied to the next year's Common Area Operating Costs (as determined by the Property Manager in its sole and absolute discretion). (d) The Property Manager shall_keep complete and accurate books and records of each and every item of cost or expense paid or incurred for the operation and maintenance of the Common Areas under this Article V. Each Owner shall also have the right, at its sole cost, to audit such books and records once in each year,provided that any such audit must be made within eighteen (18) months after the delivery to the Owner of the statement contemplated by Section 5.4(b) above. In connection with any such audit, the Property Manager shall make such books and records available at all times during normal business hours for inspection,review and copying(at such Owner's cost) by each Owner and its designated representatives,including accountants and attorneys. The Property Manager shall promptly repay the actual amount of any overpayment, and/or the Owners shall promptly snake such payments as may be necessary to reflect the correct pro rata share of each Owner, based on such audit. Notwithstanding the foregoing, if the Property Manager objects to the results of such audit, then the Owners who are involved in such audit shaL jointly name one accountant and the Property Manager shall name a second accountant, with the two accountants jomtlynaming a third accountant to conduct an audit of such books and records. The results which are closest to the results determined by such third-party accountant shall be controlling. The Propery Manager shall keen and• ma* n all such books and records for a period of at least three (3) years from the end of the accounting period to which they apply. 5.5 Parkino. There shall be no charge for parking in the Common Area unless otherwise required by Applicable Laws. The Consenting Owner shall have the right to designate portions of the parking areas on a Parcel as short-term parking for the benefit of the Occupant(s) of such Parcel, and to make such other designations as it deems are necessary or prudent to satisfy parking requirements under Applicable Laws, or to provide for the proper operation of the Shopping Center. No Owner or Occupant shall label any parking spaces,including, without limitation, `Reserved", "Valet' or "Customer Parking 5.6 EmplOyee Parkin. Anything in th-is Declaration to the contrary notwithstanding, areas to be used for motor vehicle parking by employees of Occupants of the Shopping Center may be designated within the Shopping Centel rom time to time with the prior written consent of the Consenting Owner. In the event employee parking areas are designated as provided herein, then employees of any Owner or Occupant of any part of the Shopping Center shall use only those portions of the Common Area designated for such motor vehicle parking purposes. The authority herein ranted shall be exercised in such manner as not to discriminate against any Owner or Occupant of the Shopping Center. ARTICLE VT. INS UR I CE-DAINTIAGE AiINTBDESTRuCTIOS Drz;-daL-d V24l06 li • 6.1 Common Area Liability Laurance. The Property Manager snail maintain(or cause to be maintained) with a financially sound company or companies, licensed to do business in the State of California, commercial general liability Insurance on the Common Area insuring against bodily m ury, property damage and personal injury, with a combined single liability limit of at least $2,000,000.00 (or as adjusted from time to time to reflect industry standards)per occurrence, such insurance to be in a Commercial General Liability form and otherwise in compliance with the requirements below. Upon request from any Owner or Occupant, the Property Manager shall name the requesting Owner and/or its Occupants as an additional insured. upon request from any Owner or Occupant, the other Owners shall provide the requesting Owner or Occupant with certificates evidencing the existence of the insurance required pursuant to this Section_ 6.2 Owner Casualty Insurance. Effective upon the commencement of construction of any building on its Parcel, each Owner(as to its Parcel only) shall maintain or cause to be maintained in fall force and effect so long as any such building exists property insurance with "Special Form" coverage, in the amount of one hundred percent(100%) of full replacement cost thereof(excluding footings, foundations and excavations). 6.3 Construction Insurance. Prior to commencing any construction activities within the Shopping Center, each Owner shall obtain or require its contractor to obtain and thereafter maintain so long as such construction activity is occurring, at least the • following m nimum insurance coverages in Constant Dollars: (a) Workers' Compensation- statutory limits; (b)Employers' Liability- $1,000,000; (c) Comprehensive General/Commercial General Liability and Business Auto Liability as foil-lows: (i)Bodily Injury and Property Damage - combined single limit of$1,000,000 per occuurence; (ii) Independent Contractors Liability, same coverage as set forth in (i) above; (iii) "XCU" Hazard Endorsement, if applicable; (iv) "Broad Form"Property Damage Endorsement; (v) "Personal Injury"Endorsements; and (vi) `Blanket Contractual Liability"Endorsement. If the construction activity involves the use of another Owner's Parcel, then the Owner of such Parcel shall be an additional insured and such insurance shall provide that the same shall not be canceled without at least thirty(30) days prior written notice to the named insureds and each additional insured. If such insurance is canceled or expires, then the constructing Owner shall immediately stop ail work on or use of the other Owner's Parcel until either the required insurance is reinstated or replacement insurance is obtained. 6.4 Release. Each Owner and the Property Manager(the "Releasing Party") hereby releases and waives for itself, and each Person claiming by; through or under it (including, without limitation, its insurance carrier, whether by means of assignment, subrogation or otherA se), each other Owner and, in the case of each Owner's release, the Properly Manager(the "Released Party") from any liability for any loss or damage to all property of such Releasing Party located upon any portion of the Shopping Center; which loss or damage is of the type generally covered by the insurance required to be maintained under this Article vI, i-respective either of any negligence on the part of the Released Party • which may have contributed to or caused such loss, or of the amount of such insurance D�fz ezted 1/24ro6 16 • required or actually carried. Each Owne agrees to use i s best efforts to obtain, if needed appropriate endorsements to its policies of insurance wii, respect to u.e foregomg release_ provided, however, that failure to obtain such endorsements shall not affect the release heremabove given. 6.5 Requirements. A11 insurance required by this Article VI shall be procured from companies licensed in the State of California and shall be rated by Best's Insurance Reports not less than ANIH. All insurance may be provided under(a) an individual Policy covering this location, (b) a blanket policy or policies which includes other liabilities,properties and locations of such Owner; provided,however; that if such blanket commercial general liability insurance policy or policies contain a general policy aggregate of less than$20,000,000 in Constant Dollars, then such insuring Owner shall also maintain excess liability coverage necessary to establish a total liability insurance linut of $20,000,000 in Constant Dollars, (c) a plan of self-insurance,provided that any Owner so self-insuring notifies the other Owners of its intent to self-insurc and agrees that upon request it shall deliver to Developer evidence which discloses that such Owner has $50,000,000 in Constant Dollars or more of net current assets or a net worth which, in the Consenting Owner's sole discretion, is adequate to cover any self-insurance retention, or (d) a combination of any of the foregoing insurance programs. Each Owner and the Property Manager agrees to furnish to any Owner or the Property Manager requesting the same, a certificate(s) of insurance evidencing that the insurance required to be carried by such Person is in full force and effect. • The insurance required pursuant to this Article shall (i)provide that the Policy may not be cancelled or materially reduced in amount or coverage without at least thirty(30) days prior written notice by the insurer to each insured and to each additional insured; (ii)provide for severability of interests; (iii) provide that an act or omission of one of the insureds or additional insureds which would void or otherwise reduce coverage, shall not reduce or void the coverage as to the other named insureds; and(iv)provide for contractual liability coverage with respect to the indemnity obligation set forth herein. 6.6 Repair or Raze. In the event any of the buildings in the Shopping Center are damaged by fire or other casualty(whether insured or not), the Owner upon whose Parcel such building is located shall, subject to Applicable Law and/or insurance adjustment delays, immediately remove the debris resulting from such casualty and provide a sightly barrier, and within a reasonable time thereafter shall either(i) repair or restore the building so damaged to a complete unit, such repair or restoration to be performed in accordance with all provisions of this Declaration, (ii) erect another building in such location, such construction to be performed in accordance with all provisions of this Declaration, or(iii)raze the building,remove all debris and keep the Building Area (or such portions thereof which are not improved as Common Area) in a clean, attractive and weed- free condition. Such Owner shall have the oution to choose which of the foregoing alternatives to perform,but such Owner shall be obligated to perform one(1) ofsuch alternatives. Such Owner shall give notice to the Consenting Owner within ninety (90) days from the date of such casualty of which alternative such Owner elects. 17 ARTICLE VII. CONSENTING OW—NEWS APPROVAL,AND REPLACEMENT 7.1 Consent. Whenever any provision of this Declaration requires the consent or approval of the Consenting Owner, then befbre the work or matter which requires consent or approval is commenced, sufficient information shall be sent to the Consenting Owner to make a reasonable determination of whether or not it should be approved (the "Initial Proposal") and such consent or approval must be obtained. The Consenting Owner will attempt to approve or disapprove the Initial Proposal within ten(10) days after receipt in writing in accordance with Section 12.1 below, of the Initial Proposal. If the Consenting Owner disapproves the Initial Proposal, it shall provide a written explanation in reasonable detail of its reasons for disapproval. If the Consenting Owner fails to give written notice of its approval of the Initial Proposal within the ten (10) day period- such Consenting Owner shaL be deemed to have approved same. if the Initial Proposal is disapproved as provided herein, then an alternate proposal addressing the objections to the Initial Proposal may be submitted by the proposing Owner(the`:alternate Proposal"), which Alternate Proposal shall be handled in the same manner as the Initial Proposal. All consents and approvals must be in writing. 7.2 Replacement. At such time as (a)Developer is no longer an Owner • and has not designated a new Consenting Owner as provided in Section 1.7 above or(b) Consenting Owner resigns as such,the Owners shall elect one of the Owners as the new Consenting Owner in the manner set forth in the next sentence of this Section 7.2. The Owner receiving the votes of Owners representing the greatest cumulative Land Area within the Shopping Center shall be elected the new Consenting Owner. Further, by obtaining the votes of the Owners representing the greatest cumulative Land Area within the Shopping Center, some or all of the Owners may from time to time at their discretion replace the existing and elect another Owner as the new Consenting Owner. Upon acceptance of its election by the duly elected Owner, an amendment to this Declaration, signed by such new Consenting Owner, shall be recorded identifying the new Consenting Owner. ARTICLE VIII. RIGHTS UPON DEFAULT 8.1 Events of Default. The occurrence of any one or more of the following events shall constitute a material default and breach of this Declaration by the non-performing Owner (the "Defaulting Party"): i (a) The failure to make any payment required to be made hereunder within ten (10) days of the due date, or (b) T'he failure to observe or perform any of the covenants, conditions or obligations of this Declaration, other than as described in (i) above, within thirty(30) days after the issuance of a notice by another Owner, the Developer, the . Consenting Own or the Property Manager(the`?von-Defaulting Part;.:) speci_fy-ing the }a`dared 10- /06 18 • nature of the default claimed, or if longer than thirr(30) days is reasonably required to cure such covenant, condition or obligation, `hen such longer period as is reasonably necessary as long as the Defaulting Party has commenced such cure within thing(30) days after the issuance of such notice and diliger_tly pursues such cure to completion. 8.2 Cure by Owners. With respect to any default under Section 8.1(o) above, the Developer, the Property Manager, the Consenting Owner, or any two (2) of more other Owners acting together, shall have the right, but not the obligation, to cure such default by the payment of money or the performance of some other action for the account of and at the expense of the Defaulting Party,provided, however, that in the event the default shall constitute an emergency condition, the Developer, the Property Manager, the Consentins Owner, or any two (2) ofmore other Owners acting together, acting in good faith, shall have the right to cure such default upon such advance notice as is reasonably possible under the circumstances or, if necessary,without advance notice, so long as notice is given as soon as possible thereafter. To effectuate any such cure, the Developer, the Property Manager, the Consenting Owner or the curing Owners shall have the right to enter upon the Parcel of the Defaulting Party(but not into any building) upon forty-eight (48) hours prior written notice(except that such notice requirement shall not apply in the event Of an emergency) to perform any necessary work or furnish any necessary materials or services to cure the default of the Defaulting Party. Each Owner shall be responsible for the default of its Occupants. In the event the Developer, the Property Manager, the Consenting Owner or any two (2) or more other Owners shall care a default, the Defaulting Parry shally • reimburse the Developer, the Property Manager, the Consenting Owner or the curing Owners for all costs and expenses incurred in connection with such curative action,plus interest at the prime rate then being charged by Bank of America(or if Bank of America no longer exists, then by he bank with the largest amount of deposits in Temecula, California) Plus five percent(5%)but not in excess of the maximum permissible amount under applicable usury laws, within thirty(30) days of receipt of demand, together with reasonable documentation supporting the expenditures made. 8.3 Lien. Costs and expenses accruing and/or assessed pursuant to Section 8.2 above shall constitute a lien against the Defaulting Parry's Parcel. The lien shall attach and'Lake effect only upon recordation of a claim of lien in the office of the Recorder Of Riverside County, California, by the Developer, the Property Manager, the Consenting Owner or the curing Owners. The claim of lien shall include, in addition to any other information required by Applicable Laws, the follo,,ving: (a) the name ofthe lien claimant; (b) a statement concerning the basis for the claim of lien and identifying the lien claimant as the Developer, the Property Manager, the Consenting Owner or curing Owners; (c) an identification of the Owner or reputed Owner of the Parcel or interest therein against which the lien is claimed, (d) a description of the Parcel against which the lien is claimed; (e) a description of the work performed which has given rise to the claim of lien and a statement itemizing the amount thereof; and (f) a statement that the lien is claimed pursuant to the provisions of this Declaration, reciting the date, book and page of recordation hereof The notice shall be daily veafied, acknowledged and contain a certificate That a copy thereof has been served upon the Ovmer against whom the lien is claimed, by personal service or by • mailling pursuant to Section 12.1 below. The hen so claimed shall attach from the date of recordation solely in the amount claimed thereby and may be enforced in anv manner erred 1:24/06 _ 19 allowed bylaw, including without limitation, suit in the nature of a suit to foreclose a mortgage or mechanics lien under the applicable provisions of the laws of=he State of California. 8.4 Waivers. No waiver by the Developer, the Property Manager, the Consenting Owner or any other Owner of any default under this Declaration shall be effective or binding on the Developer, the Property Manager, the Consenting Owner or such Owner unless made in writing by the Developer, the Property Manager, the Consenting Owner or such Owner and no such waiver shall be implied from any omission by the Developer, the Property Manager, the Consenting Owner or an Owner to take action in respect to such default. No express written waiver of any default shall affect any other default or cover any other period of time other than any default and/or period of time specified in such express waiver. One or more written waivers of any default under any provision of this Declaration shall not be deemed to be a waiver of any subsequent default in the performance of the same provision or any other term or provision contained in this Declaration. 8.5 Remedies. Each Non-Defaulting Party shall have the right to prosecute any proceedings at law or in equity against any Defaulting Party hereto, or any other Person, violating or attempting to violate or defaulting upon any of the provisions contained in this Declaration, and to recover damages for any such violation or default. Such proceeding shall include the right to restrain by inj unction any violation or threatened • violation by another of any of the terms, covenants, or conditions of this Declaration, or to obtain a decree to compel perfor.mance of any such terms, covenants, or conditions; it being agreed that the remedy at law for a breach of any such term, covenant, or condition(except those, if any, requiring the payment of a liquidated sum) is not adequate. All of the remedies permitted or available to the Developer, the Property Manager, the Consenting Owner or another Owner under this Declaration or at law or in equity shall be cumulative and not alternative, and invocation of any such right or remedy shall not constitute a waiver or election of remedies with respect to any other permitted or available right or remedy. 8.6 Mortgagees. As used herein, the term "Mortgagee"shall mean mortgagees under a mortgage and beneficiaries under a deed of trust which is a first lien on any Parcel. The Mortgagee in respect of any Parcel shall be entitled to receive notice of any default by the Owner for such Parcel, provided that such Mortgagee shall have delivered to the Non-Defaulting Party giving such not ce a request for such notices stating the address to Which such notice shall be sent. Any notice given to such address shall be given and deemed given in accordance with Section 12.1. In the event that any such notice shall be given to such Mortgagee, such Mortgagee shall_ have all rights of such Defaulting Parry to cure such default. Failure to deliver a notice of default to a Mortgagee shall in no way a cot the validity of the notice of default as it respects such Defaulting Party or limit the remedies available against the Defaulting Party, but shall not be effective as it respects the interest of such Mortgagee and its lien or other interest upon such Parcel unless and until notice is g ven to such Mortgage. The giving of any notice of default (whether or not a default actually exists) or the failure to deliver such notice to a Ivforgagee shall in no event create • any liability on the part of the Owner declaring a default. ice,dazed i a toe 20 ARTICLE�. EFFECT OF BREACH UPON PURCHASERS Al\D MORTGAGFES 9.1 No Termination. No breach of this Declaration shall entitle any Person to cancel,rescind or otherwise terminate this Declaration, or any conditions, covenants, restrictions or easements hereunder. 9.2 -MortsaQee Protection. This Declaration and the rights, obligations, covenants, conditions, restrictions and easements hereunder shall be superior and senior to any lien placed upon any Parcel, including the lien of any mortgage or deed of trust, but no breach of this Declaration shall defeat, render invalid, diminish or impair the lien of any mortgage or deed of trust made in good faith and for value. This Declaration and aLi of the covenants, conditions, restrictions and easements hereunder shall be binding upon and effective against any Person (including any mortgagee or beneficiary under a deed or trust) who acquires title to any Parcel, or interest therein,by foreclosure, trustee's sale, deed in lieu of foreclosure or otherwise. 9.3 Subordination of Lien Claims. Any lien claimed pursuant to Section 8.3 shall be subiect and subordinate to the interest of any bona fide purchaser or encumbrancer of all or any part of a Parcel, or any interest therein, for fair value, who acquired its interest prior to the date of recordation of such claim of lien, notwithstanding • that such claim of lien may be asserted with respect to amounts due prior to the date such claim was duly recorded. ARTICLE X. COVENANTS AND RECORDATION 10.1 Covenants Run With the Land. This Declaration, and all of the rights, duties,powers, covenants, conditions, restrictions and obligations contained in this Declaration, (a) burden the Parcels and are binding upon the Owners and their respective heirs, successors (by merger, consolidation or otherwise), assigns, devisees, administrators, representatives, Occupants and all other Persons acquiring any Parcel, or portion thereof or interest therein,whether by operation of law or in any manner whatsoever, and (b) benefit the Parcels and inure to the benefit of the Owners, and their respective heirs, successors (by merger, consolidation or otherwise) and assigns, as Owners, enforceable as equitable servitudes and constituting covenants run=rig with the land pursuant to applicable law. 10.2 Recordation: Effective Date of Declaration. This Declaration is effective and binding upon its recordation in the Official Records of the County of Riverside, California. • D=-,dated 1/34/06 31 • ARTICLF XI. TAXES Each Owner shall pay or cause to be paid directly to the tax collector prior to delinquency, the real property taxes and other spacial taxes and assessments assessed against the property owned by such Owner within the Shopping Center, including the portion of the Common Area owned by such Owner. In the event any Owner fails at anv time to pay or cause to be paid before delinquency its taxes or assessments on any portion of such Owner's Parcel, and which may become a lien on any of the Common Area, then such failure shall be deemed to constitute a material default and breach pursuant to Article VIH above. Nothing contained herein, however, shall prevent an Owner from paying its taxes or assessments under protest or challenging the validity or amount of an assessment so long as such Owner takes steps to prevent the delinquent ARTICLE XII. MISCELLANEOUS 12.1 Notices. All notices, statements, demands, approvals, or other communications to be given under or pursuant to this Declaration will be in writing, addressed to the Owners at their respective addresses as provided below, and will be delivered in person, or by certified or registered mail, postage prepaid,return receipt requested or by overnight delivery, telegraph, facsimile or cable, charges prepaid and receipt • at the recipient's address verified. The notice will be deemed to have been given upon the date of transmittal if sent via facsimile or by electronic transmission, on the day following the date of transmittal if sent via overnight delivery, and on the f Rth day following the data of transmittal if sent via certified or registered mail. The addresses of the Owners to which such notices are to be sent will be those designated by each Owner in a written notice from such Owner to the Property Manager or, if such Owner does not provide such notice of its designated address, to the addresses shown on the then current real property tax rolls, and until further notice are as follows: // j+ Developer: rBRSC, LLC 41523 Margarita Road Ste. 100 Temecula, CA 92591 tm: MarkEsbensen �p 1 t The persons and addresses may be changed at any time by written notice to the other Owners. i 12.2 No Third Party Beneficia V. The provisions of this Declaration are for the exclusive benefit of the Owners and their Permittees an not for the benefit of any third Person, and this Declaration does not confer any rights, express or implied, upon any Such third Peron. Draft card 1;2^/06 22 • 12.1 Amendment and Termination. Except as otherwise specified in this Declaration, this Declaration may be canceled,modified or amended in ,hole orm part only by a written and properly recorded instrument, executed by all of the Owners. All provisions of this Declaration (other than certain easements as set forth in Article IV which are perpetual as stated therein) shall terminate on December 31 of nie eightieth (80th) calendar year after the date of recordation of this Declaration. 12.4 Severabilitv. Invalidation of any provision contained in this Declaration, or of the application thereof to any Person, by judgment or court order, shall not affect any other provisions hereof, or the application thereof to any other Person or circumstance, and the same shall remain in full force and effect, unless enforcement of this Declaration as so invalidated would be unreasonable or grossly inequitable under all the circumstances, or would frustrate the purposes of this Declaration. 12.5 Construction and Interpretation. The Table of Contents, and captions preceding the text of each Article, Section, subsection, Paragraph and Exhibit of this Declaration are included only for convenience of reference and shall be disregarded in the construction and interpretation of this Declaration. 12.6 Attomeys' Fees. If the Developer, an Owner, the Consenting Owner or the Property Manager brings an action or proceeding (including a cross-complaint, counterclaim or third party claim) against the Developer, another Owner, the Consenting Owner or the Property Manager to enforce or interpret, or due to the breach or violation of, any provision of this Declaration, or otherwise arising out of this Declaration, the prevailing party in such action or proceeding shall be entitled to its costs and expenses in such action or proceeding, including reasonable attorneys' fees, which shall be payable whether or not such action or proceeding is prosecuted to judgment. "Prevailing party'within the meaning of this Section includes a party who dismisses an action or proceeding in exchange for payment of the sums allegedly due,performance of the covenants allegedly breached, or consideration substantially equal to the relief sou-ht in the action or proceeding. IN WITNESS WHEREOF, the undersigned has executed this Declaration on the date first above written. BRSC, LLC, a California limited liability company t�P� 1� YY�P I T -1"c By: N _ a California corporation. Mana2r By: Mark P. Esbensen, President • D. {dated V24/06 21 • STATE OF CALIFOR- -J } } ss. COUNTY OF } On 200_before me, notary public in and for said State,personally appeared a personally kDown to me (or proved tome or the basis of satisfactory evidence) to be the person(s) whose names) is/are subscribed to the within instrument and aclaowledced to roe that he/she/they executed the sarne in his/her/their authorized capacity(ies), and that by his/her/their sigrature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. W7TNTESS my hand and official seal. Si�nafure (Seal) • I • Da$day c 11:4106 24 • EXIT A Legal Descrintion of Shopping Center Parcel 3 through 7 as siiocan by parcel Map No. 3 545 on rile Book 216 Pages 18 through 20 of Parcel Maps, Records of Riverside County, California. • 3�� n„rhhlOr�nn vonur�� �'"1.� -r n3irn.va. mr awrntl ../r I� N � � II ids�I a11jf I�.r,� MP F II 1 41 l F N -�--_'�C - i � I W N --__ { k6 {AMMO 0 Pk o '-�Oi DOC # 2015-0504135 I aWyeCS Title 11/17/2015 11:22 AM Fees: $66.00 Page 1 of 18 Recorded in Official Records J NGGkkkJ 1,5 -MPo i County of Riverside RECORDING REQUESTED BY: Peter Aldana Assessor-County Clerk-Recorder BRSC 3-6 LLC KREM LLC and SFP-E LLC '"This document was electronically submitted to the County of Riverside for recording" Receipted by:LINDA#922 (Property Owner's Name) AND WHEN RECORDED MAIL TO: BRSC 3-6, LLC 41623 Margarita Rd.,#100 _._.. Temecula,CA 92591 (Property Owners Mailing Address) SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR Butterfield Ranch Shopping Center (Name of Project) 33449,33417,33385, 33353, 33321 Temecula Parkway,and 43810&43811 Butterfield Stage Rd (Address or Tract Map/Lot No.) Temecula,CA Page 1 Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: B[fSG -3-6 , L L C ! KR(�M UC U-C, 6-SC 3 (v, LLC, Property Owner Mailing Address: �'l �z3 o w�av i ! (7 ci ., l0c) Project Address or Location: ti,_ "3� 337I 1 mec l� (d vc.v �43N t RI_J Project's Assessor Parcel Number: &'I o 00q Clio , o i s This Operation and Maintenance Agreement (Agreement) is made in The City of Temecula (City), a municipal agency, located in the County of Riverside, State of California, by (insert property owner) C° 25G 5—G , V_L.C- hl2t%Y��, WC at r( (Owner), this (insert day) �l of(insert month and year) �a olv:>r 2ar WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and depicted in Exhibit "B", each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals issued by the City and other agencies having jurisdiction over the Property; WHEREAS, at the time of initial approval of the development project (Project) known as (insert name of project) 13t,,He� -AeU. ( avv t� Shof> r� <_� ter within the Property, the City required the Project to gene' rite a Water Quality Management Plan (WQMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non-storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as "Best Management Practices" (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise location(s) of these BMPs are depicted in the WQMP, on file with the City; WHEREAS, the Owner signed and certified the WQMP and accepted the requirement to routinely inspect, clean, maintain, repair, reconstruct, and replace the BMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement is transferable onto subsequent owners, heirs, executors, administrators, representatives, and assigns (collectively "Successors") of this Property, Project, and all associated BMPs; WHEREAS, the Owner and Successors are aware that such operation and maintenance requirements are in accordance with, and enforceable under, the City's Municipal Code and State and Federal environmental laws regulating the discharge of pollutants in storm water and non-stormwater runoff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods in effect at the time such maintenance occurs; ...__... . ..._..... .. I.- Page 2 .. ._ NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be accompanied by a copy of an 'Operation and Maintenance Manual', included in Exhibit "C", providing detailed instructions on how and when each treatment BMP proposed for construction, or installation, or implementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (collectively "Maintained") in order to retain their original intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the removal of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the inspections, maintenance activities, material(s) and quantity(ies) removed, and disposal destinations. 3. Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPs, their immediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of emergency as determined by the City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner's use of the Property during these inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to the City, including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also opt to use the proceeds from any securities posted for the project, or place a lien on the Property in such amount as will fully reimburse the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an interest in all or part of the Property. ._.....__. _.._........... _.. .._.....__._.. Page 3 .. IN WITNESS THEREOF, the Owner(s) hereto affixes their signature as of the date first written above. OWNER 1: OWNER 2: -6 LLC BRSC KREM,.LLC.._ Name Name Mark P. Esibensen Signature Signature Title � Title OWNER 3: SFP-E LLC Name Fignraot&e J. Parks Title A notary acknowledgement is required for recordation (attach appropriate acknowledgement). Page 4 ACKNOWLEDGEMENT "A Notary Public or other officer completing this certificate verifies only the identity of the individual(s) who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document." State of California County of_RIVERSIDE) On 2015, before me, CYNAT/HIA A DALY a notary public, personally appeared AIRk / G� � 5c/v who proved tome on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. h"AlCYNTHIA A DA' WITNESS my hand and official seal < Commlaelon# 1984769 x Not aryarsidecounlornia €€ Rlveraide County > on r , 2015. M Cpmm.Ex Ires Jul 12,2016 Signature ` 7 (Seal) CALIFORNIA ALL PURPOSE ACKNOWLEDGMENT A notary public or other officer completing this ceniLcate vcrines only the identity of the individual who signed the document,to which this certificate is attached,,and not the uuthP,ilness,acavacy,or validity of that doaunent. J STATE OF CALIFORNIA J� } COLN1�TTY-OF C?M6(�JILF� On V1:.1 w�t�� �lJlj^ `__ _ ---...--L.__--- -...-_ �li C.C� .��7Y13a.J,� �.---Notat•�, Date Invert Name and Title of the nicer Public, personally appeared Name(s) ofsigner(s)who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/ re subscribed to the within instrument and acknowledged to me that d ie/they executed the same in kier/their authorised capacity(ies), and that by`i� er/their signature(s)on the instrument the person(s), or the entity upon behalf of which the person(s)acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. . ,,,; ,m,¢k-:u.4e.C.r:,:Rr<A.,fi4snm.tmr.Lcma�, o ALICE BR( WITNESS my hand and offici seal. ) f,� dti5: Commission # 1962580 (/''�I n 1�\I/1 z�(p yens 7. ill' Notary Public-Culifornla z Si nature:cold 1 � -`- -- z 'L'.-�',-:` Rlvorsicie County n M Comm.Expires Dec 3,2015 ----------- --------- - ------------- ----OPTIONAL--------------- ................. Though this section is optional, completing this inforuvation can deter alteration of the doccanent or,-•au------ attaclnnevt of this fornv to an unintended docunent. Desc iption f Attached ocument v�-Y T tledulent tor Type of DocumeiDW(ij- QUCA, o ivla� ��}- o k N`�ocuv�ent D t Number of Pages: -Signer(s)Othe Than Named Above: _ ��/-i�—�---- Capacity(ies)Claimed by Signer(s) Signers Name:_ --h 2.&v Yi �GN 4ts_ Stgners Name:___ _ ❑ Corporate Officer-Title(s)_—_ __ U Corporate Officer -'fitle(s)_`__ -' 0 Partner- 0 Limited ❑ General ❑ Partner- 0 Limited ❑ General ,`'Individual ❑Attorney in Fact ❑ Individual ❑Attorney in Fact U Trustee ❑Guardian or Conservator 0 Trustee [lGuardian or Conservator 0 Other: _ __ 0 Signer is Representing: � Signer is Representing:— _ 0 IN WITNESS THEREOF,the Owner(s)hereto affixes their signature as of the date first written above. OWNER 1: OWNER 2: BRSC -6, LLC KREM,LLC Name Name Mark P. Esbensen Signature Signature Title Title OWNER 3: SFR-E,LLC Name CoreyParks 8 n i at r Title A notary acknowtedgement is required for recordation (attach appropriate acknowledgement). Page 4_-_ STATE OF OREGON ) ss. County of Deschutes ) This instrument was acknowledged before me on I 2 2015. by Corey J. Parks as Secretary of SFP-E, LLC. tary Public- State of Oregon OFFICIAL SEAL CARRIE L BLANCHARD �, j NOTARY PUBLIC-OREGON q? COMMISSION NO.474706 MY COMMISSION EXPIRES FEBRUARY 28.2017 EXHIBIT (Le-gal Description of Propert PARCEL 3 THROUGH 7OF PARCEL MAP NO.33545AS SHOWN BY MAP ON FILE|N BOOK 216PAGES lD/THROUGH IVOF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. —_..... —...... ------ —...... -------'--~-- Page5 ------'--�-----'--'------'----- EXHIBIT B MMP Exhibits) Exhibits shall include: n) $ BK4P site layout that clearly depicts the location Of each 8MP. and b\ legible construction details of each 8MP Ensure mUexhibits are 85^X11"� Dn not include color exhibits. � SEE ATTACHED OIbS'0 � 11'to F7 it Ca 1 uy m : 4 Giy tl z + h 1 j ^" N ♦ a 1 -�� �x .yJc°ri Fri4�t04 j b 3 61 -•1 1 {Y J6 J 1 SXa i C-1J18. � ,_I a »,. � G AS'�x. +� 1 I � I f 1 4 i . rig to i 'E— xi �p a I 7r..r ;! [l; s pc'i!iei e - (G8(@0000 000000u o0000e00 I'.:1 a IaE RR€ Gr E�A fly^y6,gg�yb4Er(($ EE S t H£r t¢u$t FF"¢¢iCjre$ptG ad§ 6 a S t Rk y'I ti a s 'ig F t h 4 § 'EgG 5v Eq to E" E]+I,{q i9^a r E ltl �yte(l¢k BY i'k f i"$�dY P tt fpp v btl.Ft It b S § k�a Ig e s�t N I rS E i I n d n F tbt 6 g EB vel G'S�'$+£B° }i�yy6b �8£' ++a s§ R 64S 9a ZE9 enay i t A 9 8 aii !a I S /l6 8 y$vS $b d¢Y Batts zs€ I v g M y £ q Ufa 4 6r y 6 S sj 1jg d. F If?1 A # jlr -r 7$da >Jv Edi &i R9Gdt+F$a p"$ ®JC 0 nl0 G©a o oPv t1 s t PR E 4 ac SITE uNnNO NOTES /12�j� a �IvIld CONSTRUCTION BUTTERt'IELP PMNCN 6NOPFINO CENTEP J 1/19/O6 d Z ti / OW a -N- M•' R � �� ff� Y � � p PPP / �yg �ipyi tea. �a�gzg�tl��fr����ffi�zH4:s��laaa��5p���Y��6�6Appp� � � ?6 �8�6����b4 �.vtaetlnUPCH.veenvnglPern.e ntliN9l ���x�i�� 0 P I tl tl k p 8 6 K it �i �1 1, •,\� a ! l f ai IN AP�J�p LOW: 0'" nor r f' , r l f S 9 F 6kOR15 �J q w JOg^ U� tl � f� a WL � ~ � V 00 s �S• X v0 '. Si • x p �Y + 1 r M1 + r y vi 6XIi.J.L.i'I' C; �pporec°e4,� GENERAL SPECIFICATIONS FOR MAINTENANCE OF PLO-GARDs-PLUS°CA'rcii BASIN INSERT FILTERS SCOPE: Federal, State and local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the syslents, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the FloGard+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 lnininmm 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 SFsRVICE: 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 three times per years), SERVICEPROCEDURES: 1. The catch basin grate shall be removed and set to one side. 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. 2. Using an industrial vacuum, the collected materials shall be removed from die liner. (Note: DPS uses a neck-mounted vacuum for servicing Flo-Gard+Plus'catch basin inserts.) 3. 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(torn liner, etc.),if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 4. 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. 5. The grate shall be replacer!. I OF 5 ,`QTf3TT C REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM 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. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state anti federal agency requirements. 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. Cali as at(888)950-8826 for further information and assistance, 2 OF 5 RYNTBIT C 4 a GRATE "ULTIMATE" BYPASS----, FEATURES -- GASKET------- STAINLESS STEEL- -' SUPPORT BASKET Fossil Rock ABSORBENT POUCHES LINER-----__. SUPPORT------- j BASKET CATCH BASIN-_-_ (FLAT GRATE STYLE) DETAIL A NOTES: EXPLODED VIEW 1, FloGardO+Plus(frame mount)high capacity catch basin Inserts are available in most sizes and styles(see specifier chart,sheet 2 of 2).Refer to the FloGard0+Plus(wall mount)Insert for devices to tit non-standard,or combination style catch basins. 2. Filter Insert shall have both an"Initial"filtering bypass and"ultimate"high flow bypass feature. 3. Miter support frame shall be constructed from stainless steel Type 304. 4. Allow a minimum of 2.0 feet,of clearance between the bottom of the grate and top of outlet pipa(s),or refer to the MoGard®Insert for"shallow"Installatlons. 5. Miter medium shall be Fossil Rock ',installed and FLOGARD+PLUS® FILTER maintained In accordance with manufacturerspeclfloations. -INSTALLED INTO CATCH BASIN- 6. St0ra9e 00PBORy reflects 80%of maximum solids collection prior to Impeding filtering bypass. U.S.PATENT#6,00,023&6,877,029 7. Filtered flow rhate Includes a safety Motor of two. TITLE Aleam +PLUS KRis R1 KriStar Enterprises, Inc. CATCH BASIN FILTER INSERT 360 Sutton Place,Santa Rosa,CA W07 Ph:800.579.8819, Pax:707.524.8186,wwwArlstanoom (Flat Grated Inlet Style) UNWINc No. nn :�� once FGP-0001 E 009e JPR 12/7/ii JPR 11/3/08 1 SHEET 1 OF 2 3 OP 5 EXHIBIT C ULTIMATE* ltae BYPASS FFA7URE - U.S.PATENT it 6,00,023&6,877,029 (LOUVERS & OPENINGS) SEE DETAIL C "ULTIMATE` BYPASS FEATURE --- (LOUVERS & OPENINGS) DEPTH STANDARD = 20 INCHES SHALLOW = 12 INCHES *CUSTOM ` a V - � a v DETAIL B SECTION VIEW DETAIL C FLO-GARDO+FILTER "ULTIMATE" " -INSTALLED- BYPASS FEATURES MANY OTHER STANDARD &CUSTOM SIZES&DEPTHS AVAILABLE UPON REQUEST. SPECIFIER CHART STANDARD&SHALLOW STANDARD DEPTH SHALLOW DEPTH MODEL NO, DEPTH -20 Inches. -12.Inches- (Dom In mwe miumns s tw samom, MODEL NO, bom STANDARD&SHALLOW reMI.5) STANDARD INLET ID GRATE OD TOTAL SOLIDS FILTERED SHALLOW SOLIDS FILTERED DEPTH inslda Outside BYPASS STORAGE FLOW DEPTH STORAGE FLOW Dimension Dimension CAPACITY CAPACITY CAPACITY (Inch x Inch) (Inchxlnch) (w.ft/ ec.) (cu,IL) (cu. B./sec.) (cu.0) (cu, B./sec) FGP-12F 12X 12 12 X 14 2.8 0.3 OA FGP-12F8 .15RA FGP-1530F 15 X 3D 16 X 35 6.9 213 1,6 FGP-153CF8 1.3 FGP-16F 16X16 16X19 4.7 018 0,7 FGP-16F8 AS FOP-1624F 16X24 16X26 5.0 1,5 1.2 FGP-1624F8 .85 -• FGP-'I6F 18 X 18 18 X 20 4.7 0.8 0,7 FGP-1BFB ,45FGP-1820P 16X19 18X21 6,9 2.1 1.4 FGP-182OF8 1.2FGP-1624F IOX22 18X24 6.0 1.5 1.2 FOP-1824F8 .86FGP-1836F 18X36 1SX40 6.9 2,3 1.6 FOP-1836FB 1.3 . FGP.2024F 1BX22 20X24 8.9 1.2 1.0 FGP-2024FB .7 .65 FGP-21F 22X22 22X24 6.1 2.2 115 FGP-21 F8 1.25 .85 FGP-2142F 21 X40 24X40 9.1 4.3 2A FOP-2142.FB 2.45 1.36 FGP-2148F 19 X 48 22 X 48 9.8 4,7 2,6 FGP-21481"a 2.7 1.6 FGP'-24F 24X24 24 X27 6.1 1 2.2 IX FGP-24F8 1.25 .85 FGP-243OF n 24 X 30 26 X 30 7.0 2.0 1.8 FGP-243OF8 1.6 1.05 FGP-2436F 24X36 24X40 8.0 3.4 2,0 FGP-2436F8 1.95 1.15 FGP-2448F 24X48 26X48 9.3 4.4 2.4 FOP-2446F8 2.5 1.35 FGP-28F 28X28 32X32 6.3 2.2 1.6 FGP-28F8 1.25 ,85 FGP-244OF 24X38 28X40 8.3 4.2 2.3 FGP-2440178 2.4 1,3 FGP-361 30X30 30X34 8.1 3,0 2.0 FGP-30F8 2.05 1.15 .- - IFGP..4eF,' 36X36 36X40 9.1 4.6 2.4 FOP•36F8 2,85 1.85 FGPv31348F 3OX48 40X4a 11,5 6.8 32 FGP-3848F8 3.9 1.86 FGP-08F 48 X 48 48 X 64 132 9.5 3.9 FGP-0BF8 6.45 2.25 FGPSD24F 24X2A 28X28 6.1 2.2 1.6 FGP-S024F8 126 .86 TITLE Ord® PLUS KriStar Enterprises Inc. } X- R:(STAe CATCH BASIN FILTER INSERT 360 Sutton Plow,Santa Rosa,CA 95407 Ph:800.579,8819, Fan:707.524,8186,www,kdetar.com (Flat Grated Inlet Style) 01111WINQ FGP-0001 EE 0098 JPR 12/7/11 en JPR 11/3/06 SHEEP 2 OF 2 4 OF 5 EXHIBIT C a F)oGordO Y --MOUNTING BRACKET. FILTER FRAME. LL a fEpl Offq7'0 - - ) FILTER LINER &- - `"/'"EXPA_NSION SUPPORT BASKET, DETAILA BOLL' MOUNTING BRACKET & EXPANSION BOLTS SEE NOTE 2 SCALE: 6X RUBBER GASKETS,--- CURB OPENING. FloGord®- CURB INLET FILTER ASSEMBLY. CATCH BASIN.- \\ 1 W SPECIFIERCHART A \ A Curb Opening Storage Fliteretl Bypass MODELNO. Width Cape* FlaWRate FIDw Rate -� -w- -Ce,Ft- •GPM(CFe• •GPM/CF9- _ PGP-24CI 2.0' (24") .95 338/.76 2,613/5.6 --- PGP�300I 2,6' (30") 1.20 450/1.00 3.008/0.7 F0P38CI 3.0' (36") 1.50 5631126 3,047/7.9 POP-4201 aV (42") 1.80 $7511.60 $195118.6 SECTION S-B FOSSIL ROCK'" TOP VIEW ABSORBENT POUCH. FGP48CI 4.0' (48") 2.10 78811.78 4,445l8.9 SCALE: 7X PGP•5.001 5.W (60-) 2.40 900/2,00 0,208/11.8 FGP•s,0C1 6.0' (72") 1 3.05 1,128/241 6,196113.0 FGR.7:00I 7.0' (&A) I 3.e5 1.350/3.01 7,139115.9 FGP-B.0C1 8.0' (98") 4.25 1,570/3,51 6,0a2/18.0 FloGard® CURB INLET -SEE DETAIL A FGP-10.00I 10,0' (12W) 4.85 1,60014.01 9,833/21.9 FILTER ASSEMBLY. FGP•12.00I 12.0' (144") 8.10 2,252/5.02 11,764/26.2 -CURB FGP•14.00I 14.9 (188") 7,30 2,70016402 13,616/30,1 „-� OPENING FOP-16.0C1 16.0' (182") 8.66 3.15217.02 15,448/34.4 -- --' FOP-1g.0C1 18.0' (218") 9.45 3.49017.78 17,162138.2 FGP-21.00I 10.95 4,08019.02 19,891/44.3 -r --- -- FGP•TB.00I 28.0 (330") 14.80 6,400/1203 26,311 i B 12.00" - NOTES: B 1, Filter insert shall have a high Pow bypass feature. .3 - FILTER LINER & 2. Finer support forme shall be constructed from stainless steel SUPPORT BASKET, Type 304. CATCH l- OUTLET 3, Filter medium shall be Fossil Rock' ,installed and BASIN. maintained In accordance with manufacturer speclgcattons, ~' 4, Storage capacity reflects 80%of maximum solids collection SECTION A-A prior to impeding filtering bypass. SIDE VIEW` SCALE: 1 X RoGard® 10 Oldcastie" Stormwater Solutions Catch Basin Insert Filter 7921 aDNhpp kPo p,5u1m 2001LAtlelpn,C080120 Ph;800.fi79sale loid aptlpelDrt waN.cpm tMMINM£Man£iRplfllTf p %iFGpi,IXD.I 6 MI11[-0PMIXaFPFIke V,1PPp5 IXIIY IHDSWIL N(apE DBFe IMPYY WAYIXJIIPodbrpn[V(RI6d1a CYBAp CgNAM',COFlWpne�lOpOCtdaf VP£CDbr,IX0.kllddfiprffbpNfO. In1e1 Curb Inlet Style DN4WIN4 N0. flN fC0 ECQ-D127 ppiC FIXte00n 5GP-0002 E JPR 5 iB 15 JPR 1/3/O6 SHEET 1 OF 1 5 of 5