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Appendix G - Preliminary WQMPEGAN CIVIL, INC. rr§ .!!L J - LAND PLANNING, CIVIL ENGINEER NG AND SURVEYIN7W§ TRO UTDALE VILLAGE PRELIMINARY WATER QUALITY MANAGEMENT PLAN (WQMP) January 2023 Prepared For: Troutdale Village, LLC c/o: Jeff Parker 1800 Blankenship Road, Suite 325 West Linn, Oregon 97068 2015 Whitewater River Region WQMP Troutdale Village Project Specific Preliminary Water Quality Management Plan For: Troutdale Village Parcel 1 of MB 23/99 Washington & Avenue 50 La Quinta, CA 92253 DEVELOPMENT NO. DESERT CLUB MANOR TRACT NO.2 (MB 23/99) DESIGN REVIEW NO. SITE DEVELOPMENT PERMIT 2022-0001 Prepared for: Troutdale Village, LLC c/o: Jeff Parker 1800 Blankenship Road, Suite 325 West Linn, Oregon 97068 Telephone: (503) 807-8852 Prepared by: Egan Civil, Inc. Benjamin Daniel Egan, PE, PLS 46150 Commerce Street, Ste. 100 Indio, CA 92201 Telephone: (760) 404-7663 Original Date Prepared Revision Date(s): January 22, 2023 January 5, 2022 May 13, 2022 October 25, 2022 January 22, 2023 2015 Whitewater River Region WQMP Troutdale Village OWNER'S CERTIFICATION This project -specific Final Water Quality Management Plan (WQMP) has been prepared for: Troutdale Village, LLC by Egan Civil, Inc. for the project known as Troutdale Village This WQMP is intended to comply with the requirements of City of La Quinta for a proposed 284 Unit Multi -Family Apartment Project located on Washington and Avenue 50 in La Quinta, of the County of Riverside, which includes the requirement for the preparation and implementation of a project -specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of La Quinta Water Quality Ordinance (Municipal Code Section 8.70). If the undersigned transfers its interest in the subject property/project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner's Signature Owner's Printed Name Owner's Title/Position Date Troutdale Village, LLC c/o: Jeff Parker 1800 Blankenship Road, Suite 325 West Linn, Oregon 97068 Telephone: (503) 807-8852 January 22, 2023 ATTEST Notary Signature Printed Name Title/Position Date 2015 Whitewater River Region WQMP Troutdale Village THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE FINAL PROJECT SPECIFIC WQMP January 22, 2023 2015 Whitewater River Region WQMP Troutdale Village Contents SECTION PAGE I. Project Description......................................................................................................................1 II. Site Characterization...................................................................................................................5 III. Pollutants of Concern..................................................................................................................7 IV. Hydrologic Conditions of Concern............................................................................................8 V. Best Management Practices......................................................................................................10 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS.... 10 V. LA SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS................................. 12 V. LB TREATMENT CONTROL BMPS................................................................................ 18 V. LC MEASURABLE GOAL SUMMARY............................................................................. 20 V.2 SOURCE CONTROL BMPS................................................................................................. 21 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................ 26 VA REGIONALLY -BASED BMPS............................................................................................. 26 VI. Operation and Maintenance Responsibility for BMPs.........................................................27 VII. Funding.......................................................................................................................................29 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 7 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY I I TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 13 TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 17 TABLE 5: TREATMENT CONTROL BMP SUMMARY 19 TABLE 6: MEASURABLE GOAL SUMMARY 20 TABLE 7. SOURCE CONTROL BMPS 21 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS I. PROJECT -SPECIFIC WQMP SUMMARY DATA FORM January 22, 2023 1-i 2015 Whitewater River Region WQMP Troutdale Village I. Project Description Project Owner: Troutdale Village, LLC c/o: Jeff Parker 1800 Blankenship Road, Suite 325 West Linn, Oregon 97068 Telephone: (503) 807-8852 WQMP Preparer: Egan Civil, Inc. Benjamin Daniel Egan, PE, PLS 46150 Commerce Street, Ste. 100 Indio, CA 92201 Telephone: (760) 404-7663 Project Site Address: Washington & Avenue 50 La Quinta, CA 92253 Planning Area/ City of La Quinta Community Name/ Development Name: Desert Club Manor Tract No. 2 (MB23/99) APN Number(s): APN 646-070-016 Latitude & Longitude: 33°41'10.66"N, 116°17'34.08"W Receiving Water: Coachella Valley Stormwater Channel Project Site Size: 14.03 acres Standard Industrial Classification (SIC) Code Formation of Home Owners' Association (HOA) or Property Owners Association (POA): January 22, 2023 6513: Operators of Apartment Buildings 1-1 2015 Whitewater River Region WQMP Troutdale Village Additional Permits/Approvals required for the Project: AGENCY Permit required State Department of Fish and Wildlife, Fish and Game Code § 1602 Streambed Alteration Agreement Y ❑ N® State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Certification Y ❑ N® US Army Corps of Engineers, CWA Section 404 permit Y ❑ N® US Fish and Wildlife, Endangered Species Act Section 7 biological opinion Y ❑ N❑ Statewide Construction General Permit Coverage Y ® N❑ Statewide Industrial General Permit Coverage Y ❑ N® City of La Quinta Grading Permit Y ® N❑ City of La Quinta Building Permit Y ® N❑ Other (please list in the space below as required) January 22, 2023 1-2 2015 Whitewater River Region WQMP Troutdale Village This project site is vacant, undeveloped land. The project includes a proposed 284 Unit Multi -Family Apartment Project located at the Northeast corner of Avenue 50 and Washington Street in La Quinta, CA. The complex will consist of 112 & 3 story apartment buildings and a clubhouse with site amenities. Main access to the property will be provided by a gated entry from Washington Street with a second gated entry point on 50th Avenue. Washington Street and Avenue 50 have existing drainage facilities consisting of a catch basins and storm drain. A proposed retention basin, drywells, catch basins and storm drains will handle 100% of on-site run-off for a 3 Hour, 100 -year event. For more details and storm design calculations, see the Preliminary Hydrology Report in Appendix F. Appendix A of this project -specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project -specific WQMP includes: a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: ■ Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs. ■ Landscaped areas. ■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). ■ Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.). ■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation. ■ Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated. ■ Location(s) of Receiving Waters to which the project directly or indirectly discharges. ■ Location of points where onsite (or tributary offsite) flows exit the property/project site. ■ Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted. ■ Pre- and post -project topography. January 22, 2023 1-3 2015 Whitewater River Region WQMP Troutdale Village Appendix I is a one-page form that summarizes pertinent information relative to this project - specific WQMP. January 22, 2023 1-4 2015 Whitewater River Region WQMP Troutdale Village II. Site Characterization Land Use Designation or Zoning: Current Zoning: Residential Current Property Use: Vacant and Undeveloped Proposed Property Use: Multifamily Residential Availability of Soils Report: Y ® N ❑ Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y ® N ❑ Note: If prepared, attached remediation summary and use restrictions in Appendix H. January 22, 2023 1-5 2015 Whitewater River Region WQMP Troutdale Village Receiving Waters for Urban Runoff from Site January 22, 2023 1-6 Proximity to RARE Receiving EPA Approved 303(d) Designated Beneficial Use Waters List Impairments Beneficial Uses Designated Receiving Waters Coachella Potential Legacy FRSH (1), REC I (1), Valley Strom Compounds — DDT, PCBs REC II (1) WARM 0 miles Water Channel and Toxaphene Listed in (1), WILD (1), RARE Borders Channel Project Area January 22, 2023 1-6 2015 Whitewater River Region WQMP Troutdale Village III. Pollutants of Concern Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project and/or Existing Site Causing Receiving Water Impairment Bacteria/Virus Yes Yes Heavy Metals Yes No Nutrients Yes No Toxic Organic Compounds Yes No Sediment/Turbidity Yes No Trash & Debris Yes No Oil & Grease No Yes Other (specify pollutant): DDT, Dieldrin, PCBs, Toxaphene*, Toxicity, Nitrogen, Total Ammonia No Yes Other (specify pollutant): * DDT, Dieldrin, PCBs, and Toxaphene have been banned in the U.S. January 22, 2023 1-7 2015 Whitewater River Region WQMP Troutdale Village IV. Hydrologic Conditions of Concern Local Jurisdiction Requires On -Site Retention of Urban Runoff: Yes ® The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Storm Water"). Project will retain 100 -year event onsite in an onsite retention basin. Retention facility design details and sizing calculations are included in Appendix F. No ❑ This section must be completed. This Project meets the following condition: ❑ Condition A: 1) Runoff from the Project is discharged directly to a publicly -owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority. ❑ Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development. ❑ Condition C: The project's runoff flow rate, volume, velocity and duration for the post -development condition do not exceed the pre -development condition for the 2 - year, 24-hour and 10 -year 24-hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on-site retention ordinance, or minimizing impervious area on a site and incorporating other Site - Design BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre -development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority. ❑ None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements. January 22, 2023 1-8 2015 Whitewater River Region WQMP Troutdale Village Supporting engineering studies, calculations, and reports are included in Appendix C. January 22, 2023 1-9 2 year — 24 hour 10 year — 24 hour Precondition T Post -condition Precondition Post -condition Discharge (cfs) Velocity (fps) Volume (cubic feet) Duration (minutes) January 22, 2023 1-9 2015 Whitewater River Region WQMP Troutdale Village V. Best Management Practices This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the project site. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein. VA SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPs Local Jurisdiction Requires On -Site Retention of Urban Runoff: Yes ® The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.11 do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and' 100W should be entered into Column 3 of Table 6 below. No ❑ Section V.1 must be completed. This section of the Project -Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub -section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible. LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally -based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria. This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V. LB (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements. In addressing Pollutants of Concern, BMPs are selected using Table 2 below. January 22, 2023 1-10 2015 Whitewater River Region WQMP Troutdale Village Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (l) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low impact Development Best Management Practices, dated September 201 I, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008) January 22, 2023 1-11 co 3:O CU C 2 N C C O (Q cn d Pollutant of � N o .N m �, m -0 C E -a Concern CO LLo > co _0 co== - °oXCU o n co J J LU (n L O Sediment & M M H M H H H H H Turbidity Nutrients L/M L/M M L/M L/M H H H H Toxic Organic M/H M/H M/H L L/M H H H H o Compounds Trash & Debris L L H H H H H L H Bacteria & Viruses L M H L M H H H H A) (also: Pathogens) Oil & Grease M M H M H H H H H Heavy Metals M M/H M/H L/M M H H H H Abbreviations: L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Expected performance when designed in accordance with the most current edition of the document, 'Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". (3) Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority. (4) 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 (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. (5) Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. (6) When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority. January 22, 2023 1-11 2015 Whitewater River Region WQMP Troutdale Village V.LA SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS This section documents the Site Design BMP concepts and LID/Site Design BMPS that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document. • Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub -sections 3.5.1.3 and 3.5.1.4. • Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub -section 3.5.1.1. January 22, 2023 1-12 2015 Whitewater River Region WQMP Troutdale Village Table 3. Implementation of Site Design BMP Concepts January 22, 2023 1-13 Included Reason for BMPs Design Concept Technique SpecificBrief BMP Yes No FN/ A Indicated as No or N/A Conserve natural areas by concentrating or clustering development on the least environmentally sensitive portions of a ❑ ❑ site while leaving the remaining land in a natural, undisturbed condition. Conserve natural areas by incorporating the goals of the Multi - Species Habitat Conservation Plan or other natural resource ❑ ❑ plans. Preserve natural drainage features and natural depressional El El ® o 100 /o On site retention storage areas on the site. Minimize Urban Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting El El additional native or drought tolerant trees and large shrubs. V Minimize Impervious Use natural drainage systems. El El® 100% On site retention a Footprint, and p Where applicable, incorporate Self -Treating Areas ❑ ® ❑ Not practical for site. 111CqIncrease Conserve Natural Areas Where applicable, incorporate Self -Retaining Areas ❑ ❑ ® 100% onsite retention the building floor to area ratio (i.e., number of stories El El (See WQMP above or below ground). Section 3.5.1.3) Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable ® ❑ ❑ environment for pedestrians are not compromised. Reduce widths of streets where off-street parking is available. ❑ ❑ ® No off-street parking Minimize the use of impervious surfaces, such as decorative ® ❑ ❑ concrete, in the landscape design. Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: ❑ ❑ ® 100% Onsite retention. Additional narrative required to describe BMP and how it addresses site design concept). January 22, 2023 1-13 2015 Whitewater River Region WQMP Troutdale Village Table 3. Site Design BMP Concepts (continued) January 22, 2023 1-14 Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas. ® ❑ ❑ Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. ® ❑ ❑ Incorporate landscaped buffer areas between sidewalks and streets. ❑ ❑ ❑ Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales. ® ❑ ❑ Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration. ❑ ❑ ❑ Maximize the permeable area by constructing walkways, trails, patios, H Minimize Directly Connected overflow parking, alleys, driveways, low -traffic streets, and other low - traffic areas with open jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials. ❑ ❑ ❑ Use one or more of the following: Impervious Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings. ❑ ❑ A q :' ti Area (See WQMP Section 3.5.1.4) Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or bioflter. ❑ ❑ Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows ❑ ❑ ® 100% Site drains to onsite retention basin. connect directly to MS4s. Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative ® ❑ ❑ 100% Site drains to onsite retention basin. required to describe BMP and how it addresses site design concept). Use one or more of the following for design of driveways and private residential parking areas: Design driveways with shared access, flared (single lane at street), or wheel strips(paving only under the tires). ® ❑ ❑ Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. ❑ ❑ January 22, 2023 1-14 2015 Whitewater River Region WQMP Troutdale Village Table 3. Site Design BMP Concepts (continued) January 22, 2023 1-15 Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative ® ❑ ❑ 100% Site drains to onsite retention basin. N Minimize required to describe BMP and how it addresses site design concept). Directly Connected Use one or more of the following for design of parking areas: a Impervious Area Where landscaping is proposed in parking areas, incorporate parking ® ❑ ❑ c area landscaping into the drainage design. u (See WQMP Overflow parking (parking stalls provided in excess of the Permittee's ASection minimum parking requirements) may be constructed with permeable ❑ ❑ w 3.5.1.4) pavement. Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative ® ❑ ❑ 100% Site drains to onsite retention basin. required describing BMP and how it addresses site design conce t). January 22, 2023 1-15 2015 Whitewater River Region WQMP Troutdale Village Proiect Site Design BMP Concepts: This Site is 14.03 acres with a 284 Unit Multi -Family Apartment Project. The site proposes to retain 100% of runoff onsite in a retention basin sized per the guidance found in the 1978 Riverside County Flood Control and Water Conservation District Hydrology Manual. Alternative Proiect Site Desisn BMP Concepts: N/A January 22, 2023 1-16 2015 Whitewater River Region WQMP Troutdale Village Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1) DRAINAGE SUB -AREA ID OR NO. (2) LID/SITE DESIGN BMP TYPE* (See Table 2) (3) POTENTIAL POLLUTANTS OF CONCERN WITHIN DRAINAGE SUB -AREA (Refer to Table 1) (4) POTENTIAL POLLUTANTS WITHIN SUB- AREA CAUSING RECEIVING WATER IMPAIRMENTS (Refer to Table 1) (5) EFFECTIVENESS OF LID/SITE DESIGN BMP AT ADDRESSING IDENTIFIED POTENTIAL POLLUTANTS (U, L, M, H/M, H; see Table 2 (6) BMP MEETS WHICH DESIGN CRITERIA? VsIdentify as r OR QBnrtr) (7) TOTAL AREA WITHIN DRAINAGE SUB -AREA (Nearest 0.1 acre) TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub -area. January 22, 2023 1-17 2015 Whitewater River Region WQMP Troutdale Village Justification of infeasibility for sub -areas not addressed with LID/Site Design BMPs The Pollutants of Concern are effectively addressed by the Site Design BMP's in Table 4. V.1.B TREATMENT CONTROL BMPs Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V. LA has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs. ® The LID/Site Design BMPs described in Section V.LA of this project -specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed. ❑ The LID/Site Design BMPs described in Section V. LA of this project -specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed. The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBMP and/or QBMP for all project (and if required, existing site) drainage sub- areas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F. January 22, 2023 1-18 2015 Whitewater River Region WQMP Troutdale Village Table 5: Treatment Control BMP Summary (1) DRAINAGE SUB -AREA ID OR NO. (2) TREATMENT CONTROL BMP TYPE* (See Table 2) (3) POTENTIAL POLLUTANTS OF CONCERN WITHIN DRAINAGE SUB -AREA (Refer to Table 1) (4) POTENTIAL POLLUTANTS WITHIN SUB -AREA CAUSING RECEIVING WATER IMPAIRMENTS (Refer to Table 1) (5) EFFECTIVENESS OF TREATMENT CONTROL BMP AT ADDRESSING IDENTIFIED POTENTIAL POLLUTANTS (U, L, M, H/M, H; see Table 2) (6) BMP MEETS WHICH DESIGN CRITERIA? (Identify as VBMP OR QBMP) (7) TOTAL AREA WITHIN DRAINAGE SUB -AREA (Nearest 0.1 acre) TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs EAREST 0.1 ACRE January 22, 2023 1-19 2015 Whitewater River Region WQMP Troutdale Village V.1.0 MEASURABLE GOAL SUMMARY This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table. Table 6: Measurable Goal Summary (1) (2) (3) Total Area Treated with Total Area Treated with LID/Site Design BMPs Treatment Control BMPs % of Treatment Control BMP Requirement addressed with (Last row of Table 4) (Last row of Table 5) LID/Site Design BMPs 14.03 acres N/A 100% January 22, 2023 1-20 2015 Whitewater River Region WQMP Troutdale Village V.2 SOURCE CONTROL BMPs This section identifies and describes the Source Control BMPs applicable and implemented on this project. Table 7. Source Control BMPs BMP Name Check One If not applicable, state brief reason Included Not Applicable Non -Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees ® ❑ Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance ® ❑ Common Area Litter Control ® ❑ Street Sweeping Private Streets and Parking Lots ® ❑ Drainage Facility Inspection and Maintenance Structural Source Control BMPs ® ❑ Storm Drain Inlet Stenciling and Signage ® ❑ Landscape and Irrigation System Design ® ❑ Protect Slopes and Channels ® ❑ Provide Community Car Wash Racks IPro erl Design*: ❑ ® No Car Wash provided Fueling Areas ❑ ® No Fueling provided Air/Water Supply Area Drainage ❑ ® No Air/Water Supply provided Trash Storage Areas ® ❑ Loading Docks ❑ ® No Loading Docks provided Maintenance Bas ❑ ® No Bas provided Vehicle and Equipment Wash Areas ❑ ® No Wash provided Outdoor Material Storage Areas ❑ ® No Outdoor Storage Area provided Outdoor Work Areas or Processing Areas ❑ ® No Processing Areas provided Provide Wash Water Controls for Food Preparation Areas ❑ ® No Food Prep provided *Details demonstrating proper design must be included in Appendix F. January 22, 2023 1-21 2015 Whitewater River Region WQMP Troutdale Village EDUCATION/TRAINING FOR OWNERS, TENANTS AND EMPLOYEES: Education/Training for Property Owners, Tenants and Employees will be distributed at the time the Property Owner/Tenant moves in and, at minimum, yearly by the Property Owner. Also, the Property Owner will work with the Property Owners Association to periodically present public education materials on the use of pesticides, herbicides, fertilizers, proper disposal of wastes, and other storm water prevention programs as they are made available by the Home Owners Association. The Property Owner will distribute educational materials, educate Tenants / Employees on the proper waste disposal procedures for the complex, and review the restricted activities contained in the WQMP to the Tenants/Employees. Appendix D includes copies of the educational materials that will be used in implementing this project -specific WQMP. BMP Start up Date After Notice of Completion for improvements is filed. Schedule of Frequency: Minimum twice a year. Parties Responsible for O&M: Property Owner ACTIVITY RESTRICTIONS: The property owner will comply with all activity restrictions for this commercial complex. These include but are not limited to: • Prohibiting the blowing, sweeping, or hosing of debris into streets, storm drains, or other drainage conveyances. • Requirement of dumpster lids to be closed at all times • Prohibit vehicle washing, maintenance or repair on the premises and to restrict those activities to designated areas properly designed for such use. • Prohibit of parking lot washing BMP Start up Date: After Notice of Completion for improvements is filed. Schedule of Frequency: Continuous Parties Responsible for O&M: Property Owner IRRIGATION AND LANDSCAPE MAINTENANCE: Irrigation and Landscape design, construction and maintenance will be provided by the Property Owner. The Property Owner will provide education on the maintenance of the landscape and irrigation system as stated in this WQMP. Irrigation system visual inspection will be conducted by the Property Owner at least once a month and after each precipitation for any breaks or needed maintenance. Landscape maintenance will be conducted as per the Property Owners Association Maintenance Guidelines. "Common Area Litter Control" will be addressed by providing trash receptacles in common areas and by emptying them on a weekly basis. The Property Owner will be responsible for maintaining and patrolling common areas for trash debris. The landscape areas will be maintained before, during, and after the project. They will be cleared of any trash and debris on a weekly basis. Dying/dead/diseased plant material will be replaced in-kind within 30 days. The project design will include methods for efficient irrigation and landscape maintenance. The following methods to reduce excessive irrigation runoff will be considered, and incorporated and implemented where determined applicable and feasible: • Will require all landscape contractors to implement a fertilizer and pesticide management program that will minimize use, assure timing of use to minimize runoff, provide for secure storage, and seek the least damaging types that are effective. January 22, 2023 1-22 2015 Whitewater River Region WQMP Troutdale Village • Landscape maintenance protocol will address replacement of dead vegetation, repair of erosion rills, disposal of green waste, etc. • Will include rain shutoff devices to prevent irrigation during and after rain events. • Will design irrigation systems to each landscape area's specific water requirements and require that the site irrigation system be tested and inspected for system failures at least two times per year. • Will include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. • Will implement landscape plans consistent with the regulatory agency water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. • Will design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. • Will group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. • Will choose plants with low irrigation requirements (for example, native or drought tolerant species). • Will prohibit the blowing or sweeping of leaf litter, grass clippings, litter, etc. into streets, storm drain inlets, or other conveyances. BMP Start up Date: Landscape and irrigation maintenance will begin at the completion of the landscaping portion of the improvements. Schedule of Frequency: Once per Week for landscaping and once per month for the irrigation system. Parties Responsible for 0&M: Property Owner COMMON AREA LITTER CONTROL: Control will be addressed by providing a trash enclosure as required by City Ordinance and Conditions of Approval. The Property Owner will be responsible for maintaining, patrolling common areas and fences for trash and debris, and seeing to their immediate collection and proper disposal. BMP Start up Date: After Notice of Completion for improvements is filed. Schedule of Frequency: Continuous Parties Responsible for 0&M: Property Owner STREET & PARKING LOT SWEEPING: Property Owner will be responsible for sweeping the streets and the parking lots as required. This will include: • On-site streets and parking lots will be swept at least once per month or as designated by the Property Owners Association, including just prior to the rainy season. • Will hire a reputable or city approved sweeping company. BMP Start up Date: After installation of the asphalt pavement improvements for the streets and parking lots. Schedule of Frequency: Once per month or as designated by the Property Owners Association and just prior to the rainy season (October -March). Parties Responsible for 0&M: Property Owner January 22, 2023 1-23 2015 Whitewater River Region WQMP Troutdale Village DRAINAGE FACILITY INSPECTION AND MAINTENANCE: The property Owner will develop the protocol for addressing drainage facility inspection and maintenance. This will include: • Maintaining storm water inlets and other storm water conveyance structures on a regular basis (no less than public agency cleaning frequency). • Providing routine inspection and maintenance of drainage systems prior to the rainy season. The frequency of the drainage facility inspection / maintenance shall be no less than the frequency of drainage facility cleaning by the Property Owners Association. At a minimum, routine maintenance shall take place prior to the start of the rainy season (Oct - March). Drainage facilities shall be inspected prior to and after each storm event. • Cleaning drainage facilities if accumulated debris/sediment fills over 25 % or more of the debris/sediment storage capacity. • Keeping accurate logs of all inspection and cleaning. • Recording the amount of waste collected. • Storing wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain system. • Looking for evidence of illegal discharges or illicit connections during routine maintenance of storm water conveyance systems and structures BMP Start up Date: After installation of the drainage facilities improvements. Schedule of Frequency: Twice Annually, As Needed or when 50% of storage capacity has been met. Parties Responsible for 0&M: Property Owner LANDSCAPE AND IRRIGATION SYSTEM DESIGN: Landscaping will include planting native vegetation to reduce irrigation, fertilizer and pesticide needs; plants will be selected to that will require little maintenance and/or pest control. Where feasible, grasses would be planted in the vegetative swales to enhance water quality thru filtration. Drought tolerant plants, shrubs, trees, grasses and other plants will be planted to reduce the frequency, amount and duration of irrigation water. Roof runoffs will direct flow into area drains where the water will be directed to a valley gutter or to a curb and gutter where they will subsequently be collected into a catch basin and into the storage/infiltration chamber. The Property Owner will be responsible for the maintenance of the sprinkler systems and avoid overwatering. BMP Start up Date: Landscape and irrigation maintenance will begin upon the completion of the landscaping. Schedule of Frequency: Once a week for both landscaping and irrigation. Parties Responsible for O&M: Property Owner January 22, 2023 1-24 2015 Whitewater River Region WQMP Troutdale Village PROTECTION OF SLOPES AND CHANNELS: The property owner will decrease the potential for erosion of slopes and/or channels, consistent with local codes and ordinances and all local/state/federal approving agencies. These include but are not limited to: • Conveying runoff safely from the tops of slopes. • Avoid disturbing steep or unstable slopes and natural channels. • Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. • Plant slopes with native or drought tolerant vegetation. BMP Start up Date: Upon the completion of the retention basin Schedule of Frequency: Continuous Parties Responsible for OW Property Owner TRASH STORAGE AREAS: Control will be addressed by providing leak proof trash dumpsters with attached covers or lids. Trash dumpsters will be located on a paved, impervious surface, designed not to allow run-on from adjoining areas, designed to divert drainage from adjoining roofs and pavements around the area, screened or walled to prevent off-site transport of trash. Any connection of trash area drains will be to the on-site retention basins. Connections of the trash area drains to the SM4 is prohibited. If trash compactors are to be used, they shall be roofed and set on a concrete pad. The pad shall be a minimum of one foot larger all around than the trash compactor and graded to drain to a sanitary sewer line. The Property Owner will be responsible for maintaining the trash storage areas. BMP Start up Date: After Notice of Completion for improvements is filed. Schedule of Frequency: Continuous Parties Responsible for OW Property Owner Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project -specific WQMP. January 22, 2023 1-25 2015 Whitewater River Region WQMP Troutdale Village V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES N/A VA REGIONALLY -BASED BMPS N/A January 22, 2023 1-26 2015 Whitewater River Region WQMP Troutdale Village VI. Operation and Maintenance Responsibility for BMPs Appendix G of this project -specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements. BMP Name 0&M Activities Startup Date 0&M Responsible Self Water Quality Frequency Party Inspection Monitoring if Record Applicable Keeper Education for Distribute educational After Notice of Min. twice I Property Property N/A Property Owners, materials, educate Completion of year Owner Owner Tenants or tenants, review Improvements is Once / month Property Parking Lot Occupants restricted activities filed Owner Sweeping and irrigation. Activity Prohibit blowing, After Notice of Continuous Property Property Restrictions sweeping or hosing Completion of and/or channels Owner Owner ' Trash Storage debris into streets or Improvements is After installation Twice / year Property Inspection and storm drains filed and as needed Owner Maintenance Irrigation and Maintain irrigation and After Completion Landscaping Property Property Landscape landscaping. of Landscaping once / week. Owner Owner Maintenance Irrigation once / month. Common Area Maintain trash After Completion Continuous Property Property Litter Control receptacles. Patrol for of Landscaping Owner Owner trash. Street and On-site streets and After installation Once / month Property Parking Lot parking lots swept of street and just prior Owner Sweeping and irrigation. improvements to rainy season After Completion Continuous Slopes and for erosion of slopes (October - Channels and/or channels Basin March) ' Trash Storage Drainage Facility Maintain inlets, routine After installation Twice / year Property Inspection and inspection, clean of drainage and as needed Owner Maintenance facilities, log activities, facilities after rain store/dispose of events. wastes accordingly. Landscape and Native drought tolerant After Completion Once / week Irrigation System vegetation. Maintain of Landscaping for both Design sprinklers, avoid Owner landscaping Property overwatering Owner and irrigation. Protection of Decrease the potential After Completion Continuous Slopes and for erosion of slopes of Retention Channels and/or channels Basin ' Trash Storage Leak proof dumpsters After Notice of Continuous Areas with covers placed on Completion of Property Owner N/A N/A N/A N/A Property Property Owner Owner Property Property N/A Owner Owner Property Property N/A Owner Owner Property Property N/A Owner Owner January 22, 2023 1-27 2015 Whitewater River Region WQMP Troutdale Village impervious surface Improvement is drainage to basin filed January 22, 2023 1-28 2015 Whitewater River Region WQMP Troutdale Village VII. Funding Funding shall be budgeted annually by the Property Owner, and when formed, the Property Owners Association. The estimated budget for all O&M required per this WQMP is $4,500/year. January 22, 2023 1-29 2015 Whitewater River Region WQMP Troutdale Village Appendix A Conditions of Approval Planning Commission Resolution Dated 2015 Whitewater River Region WQMP Troutdale Village Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map VICINITY MAP HATHA Whitewater River Region Receiving Waters Map CREEK AZALEA CREEK TWIN PINES CREEK, BROWN CREEK WHI 1 EWAI ER MSd PERMI I HUUNUARY WHITEWATER RIVER WATERSHED BOUNDARY RECEIVING WATERS -LINES RECEIVING WATERS - POLYS COUNTY BOUNDARY L l � IIG'MORONGO CREEK GORGONIG RI VER SIH l CANYON CREEK Y7in+ - Vali m s 7r -A WEST CATHEDRAL CANYON CHANNEL EAST CATHEORAILCANYON CHANNEL t"r-RIAONltSIA CANYON CHANNILL 4't'ORE915 LRE�+t VEEP CANYON STORMPYATER CHANNEL a - MORONGO WILLOW CREEK x ir ,_.xhsn.a r4y WEST MAGNESIA CAN YY N CHANNEL �Ii 4 LAKE 3 �� 4 CAI}VILLA PALM VALLEY STVRMWdTER CHANNEL LA QUINTA. EVA CUATION CHANNEL r LA QUINTA RESORT CHANNEL �.n fie meso GI{APEYINEaCANYOK BEAR CREEK CARRJ2O CREEK • - tDrore caeeK �.J 2015 Whitewater River Region WQMP Troutdale Village Appendix C Supporting Detail Related to Hydrologic Conditions of Concern Preliminary Hydrology Study For Troutdale Village, LLC Parcel 1 of MB 23/99 Washington & Avenue 50 La Quinta, CA 92253 APN# 646-070-016 Prepared for: Troutdale Village, LLC c/o: Jeff Parker 1800 Blankenship Road, Suite 325 West Linn, Oregon 97068 Prepared by: Egan Civil, Inc. Benjamin Daniel Egan, PE, PLS 46150 Commerce Street, Suite 100 Indio, CA 92201 (760) 404-7663 began@egancivil.com Prepared 01/22/2023 Page 1 of 4 Proiect Location and Surroundings The project consists of 14.03 acres of level terrain located on Avenue 50 just east of Washington Street in La Quinta, CA. The site is bounded on the East by the Coachella Valley Water District Storm Channel industrial land, on the North by single family homes, on the West by Washington Street, and on the south by Avenue 50. The site is not in the vicinity of any hillside or alluvial fan which would contribute any offsite runoff to the site. Method and Approach This is a preliminary study, strictly to evaluate the 100 year design storm runoff from the site with proposed improvements and to size an appropriate storm water retention basin to store 100% of all storm water runoff from this design storm. To analyze required on site storage, the Synthetic Unit Hydrograph method as outlined in the Riverside County Flood Control and Water Conservation District Hydrology Manual of 1978 was used for retention basin sizing. Site area was developed from surveys and the approved site plan, retention basin sizing was developed from the attached preliminary grading plan, and rainfall data was collected from the NOAA 14 online atlas. The site has moderately draining silty/sandy soils, but no infiltration testing was available at the time of the preparation of this report. Therefore, to ensure the basin is adequately sized, and an average percolation rate of 0 inches per hour for losses in the retention basin was used in the calculations. Analysis was completed utilizing a spreadsheet set up to correspond to the plates provided in the 1978 manual. The site is broken down as follows, there is proposed 13.42 acres of apartment building development, 0.61 acres of retention basin, and off-site area of 1.28 acres of Washington Street and Avenue 50 that front the project as shown on the attached hydrology map. Notes about the CVWD Wash Early in planning, the Coachella Valley Water District was contacted about the Wash on the eastern side of the property. The two concerns were as follows: First, what is the HGL of the wash and flood state and what protection or mitigation may be required near the wash, and Second, is lining required. CVWD responded and clarified the HGL of the Wash is 48 feet above sea level, and freeboard requirements apply within 75 feet of the channel right-of-way. The project has therefore been designed not only to keep all buildings out of the setback zone, but also to elevate all buildings on the site with substantial freeboard. CVWD also clarified that no slope protection is required to be installed on the channel as long as no structures are built within the 75 foot setback, with the exception of carports. Since the site design has been developed to accommodate all of CVWD's required constraints, no further analysis of the channel hydraulics or further flood plain review is required at this time. Page 2 of 4 Hydrology and Retention Basin Sizing The 100 year recurrence, 3, 6 and 24 hour storms produce runoff as follows: DURATION 1 HOUR 3 HOUR 6 HOUR 24 HOUR EFF. RAIN 1.38 IN REQ. STORAGE 68,819 FT^3 PEAK FLOW 44.47 CFS 1.58 IN 77,007 FT^3 27.97 CFS 1.52 IN 71,606 FT^3 23.54 CFS 1.57 IN 65,949 FT^3 5.88 CFS Therefore, the size of the retention basin is controlled by the 100 year recurrence, 3 hour design storm from the 1978 RCFC&WCD Hydrology Manual, modified to use the NOAA 14 rainfall data values. Said storm requires that 77,007 cubic feet of runoff be stored in the retention basin. The proposed retention basin consists of a depressed turfed area. The basin has a bottom elevation of 42 feet, and an upper contour elevation of 48 feet. There is no specific freeboard requirement, but the lowest building is located at a pad elevation 2 feet higher than the basin, and the basin is designed to overflow into Washington Street. The basin has a designed capacity of 106,998 cubic feet therefore has adequate capacity to retain all of the runoff from the controlling 100 year 3 hour design storm. Calculations indicate that after rain events the basin should fully percolate all water stored within 48 hours as required by City policy. The off-site tributary areas of Washington Street and Avenue 50 have existing drainage facilities to handle runoff. These drainage facilities are shown and detailed on city of La Quinta Improvement Plan number 99044. There is a catch basin located at the southeast end of the northeast curb return at the intersection of Washington Street and Avenue 50 to collect surface flows and an 18" diameter storm drain pipe conveys flows east to an outlet in the CVWD Stormwater Channel. There is a highpoint in Avenue 50 approximately 400 feet east of the intersection with Washington street. Runoff flowing to the west is collected in the aforementioned catch basin and runoff flowing to the east is directed into the CVWD Stormwater Channel at the existing channel crossing. The engineer and the developer see no need to alter these improvements. However, if the city wishes to redirect some of the 1.28 acre drainage area of Washington Street and Avenue 50 to the project, the proposed on-site retention basin has excess capacity. Rational Hydrology The project has 2 storm drain inlets for connection to drywells placed in the retention basins and minimal lengths of underground pipe, all runoff is surface drained to these structures. From the hydrology map, subareas are defined, and peak flows developed utilizing the rational method in the RCFC&WCD 1978 Hydrology Manual. The conveyance structures consist of ribbon gutters on inverted drive aisle sections, 2 catch basins and approximately 105 LF of 30" diameter underground pipe. Hydraulic Capacity Calculations for these improvements are included in Appendix "C". Page 3 of 4 Summary The preliminary design provides adequate onsite storage for the 100 year design storm in accordance with the recommendations of the RCFC&WCD Hydrology Manual and "first flush" rain events in compliance with currently adopted water quality management practices. The design concept is sound and should upon agency approval be moved forward to final engineering design. Page 4 of 4 Appendix A — NOAA Rainfall Data 9/14/2021 Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 (D Location name: La Quinta, California, USA*� Latitude: 33.68630, Longitude: -116.29340 Elevation: 46 ft** source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li -Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 1 100 100 200 500 1000 5 -min 0.068 (0.056-0.082) 0.104 1(0.086-0.126)11(0.132-0.193) 0.159 0.210 0.292 0.364 (0.173-0.257) 1(0.232-0.370)11(0.284-0.472) 0.449 0.549 1(0.342-0.597)11(0.406-0.750)11(0.502-1.01)11(0.585-1.27) 0.709 0.856 10 -min 0.097 (0.081-0.117) 0.149 1(0.124-0.180)11(0.189-0.277) 0.228 0.301 0.418 0.522 (0.248-0.369) 1(0.333-0.530)11(0.407-0.677) -----]F-1-.0-2-]F1.23 0.644 (0.490-0.855) 1 (0.581-1.08) 11(0.719-1.45)1(0.839-1.81) 15 -min 0.117 (0.098-0.142) 0.180 1(0.150-0.218)11(0.229-0.334) 0.275 0.364 0.505 0.632 (0.300-0.446) 1(0.403-0.641)11(0.493-0.818) 0.779 0.952 (0.592-1.03) (0.703-1.30) 1.23 11(0.870-1.75)1(1.01-2.19) 1.48 30 -min 0.171 (0.143-0.207) 0.263 1(0.219-0.319)11(0.335-0.489) 0.403 0.533 0.739 0.925 (0.439-0.653) (0.589-0.938) 1 (0.721-1.20) 1.14 1.39 1 (0.867-1.51) 1 (1.03-1.90) 1.80 11 (1.27-2.56) 2.17 1 (1.49-3.21) 60 -min 0.242 (0.202-0.292) 0.371 1(0.309-0.449)11(0.472-0.690) 0.568 0.751 1.04 1.30 (0.619-0.920) (0.830-1.32) 1 (1.02-1.69) -1.6-1--'F-1.-96- 1 (1.22-2.13) 1 (1.45-2.68) 2.53 (1.79-3.61) 3.06 (2.09-4.53) 2 -hr 0.336 (0.281-0.407) 0.493 (0.411-0.598) 0.732 (0.609-0.890) 0.954 1.30 1.61 (0.787-1.17) (1.04-1.65) 11 ( 1.26-2.09) 1.97 2.38 ( 1.50-2.62) ( 1.76-3.26) 3.03 11(2.15-4.32) 3.62 (2.47-5.35) -----]F--2.72 (1.72-3.00) 1 (2.01-3.72) 4.09 (2.80-6.05) 3 -hr 0.403 (0.337-0.488) 0.583 (0.486-0.706) 0.856 1 (0.711-1.04) 1.11 1.51 1.86 (0.914-1.36) (1.20-1.91) 11 (1.45-2.40) 3.45 (2.44-4.91) 2.84 (2.16-3.78) 11 3.41 (2.52-4.66) 5.06 (3.46-7.48) 6 -hr 0.528 (0.441-0.639) 0.759 (0.633-0.919) 1.11 (0.918-1.34) 1.42 1.92 2.35 (1.17-1.74) (1.53-2.43) (1.83-3.05) 4.29 (3.04-6.12) 3.54 1 (2.69-4.70) 4.21 1 (3.11-5.76) 5.24 (3.71-7.48) 6.14 (4.20-9.07) 12 -hr 0.640 (0.534-0.774) -0-.9-4-2--F--1.-991.79 (0.785-1.14) 11 (1.15-1.69) 2.41 2.94 1 (1.92-3.05) 11 (2.29-3.81) 24 -hr 0.791 (0.700-0.912) 0.910 (0.805-1.05) 1.20 1 (1.06-1.38) 1.79 11 (1.58-2.07) 2.32 3.12 3.79 (2.03-2.71) (2.64-3.75) 11 (3.15-4.66) 2.74 3.68 4.48 (2.40-3.20) (3.12-4.44) 11 (3.72-5.51) 4.54 1 (3.69-5.72) 5.39 1 (4.25-6.96) 6.65 (5.05-8.95) 7.81 (5.92-10.5) 7.74 (5.68-10.8) 2 -day 1.40 2.11 1 (1.24-1.62) 11 (1.86-2.44) 5.36 6.34 1 (4.35-6.74) 1 (5.01-8.20) 9.05 (6.64-12.6) 3 -day 0.975 (0.863-1.12) 1.51 2.28 (1.33-1.74) (2.01-2.64) -----]F--4.00 4.86 (2.60-3.47) (3.39-4.81) (4.04-5.97) 5.82 6.89 (4.72-7.32) (5.44-8.90) 8.48 ) (6.43-11.4 ( 9.84 7.22-13.7) 4 -day 1.03 (0.914-1.19) 1.60 1 (1.42-1.85) 2.43 11 (2.14-2.81) 3.16 1 (2.76-3.68) 4.25 1 (3.60-5.12) F 6.18 1 (5.01-7.78) 7.32 1 (5.78-9.46) 9.01 (6.84-12.1) 10.5 (7.67-14.5) 7 -day 1.10 (0.969-1.26) 1.70 1 (1.50-1.96) 2.57 11 (2.26-2.97) 3.34 1 (2.92-3.90) 4.49 1 (3.81-5.41) 5.46 11 (4.54-6.71) 6.52 1 (5.29-8.21) 7.71 1 (6.09-9.96) 9.46 11.0 (7.18-12.7) (8.04-15.2) 10 -day 1.12 (0.994-1.30) 1.74 1 (1.54-2.01) 2.65 11 (2.33-3.06) 3.44 1 (3.01-4.02) 4.63 1 (3.93-5.58) 5.63 11 (4.68-6.92) 6.72 1 (5.45-8.46) 7.93 1 (6.26-10.2) 9.72 11.2 (7.38-13.1) (8.24-15.6) 20 -day F--l.-20--]F--l.-89-]F--2.-90--]F--3.79 (1.06-1.38) 1 (1.67-2.18) (2.56-3.36) 1 (3.32-4.42) -----]F--6.-23--]F7.43 1 (4.34-6.17) 11 (5.17-7.65) 1 (6.03-9.35) 8.76 1 (6.92-11.3) 10.7 12.3 (8.11-14.4) (9.03-17.1) 30 -day 1.27 P1.12-1.46) 2.03 1 (1.80-2.35) 3.16 (2.78-3.65) 4.15 1 (3.63-4.84) 5.64 1 (4.78-6.79) 6.87 11 (5.70-8.44) 8.20 (6.65-10.3) 9.65 (7.62-12.5) 11.7 13.5 (8.91-15.8) (9.88-18.7) 45 -day 1.36 (1.21-1.57) 2.23 1 (1.97-2.58) 3.50 11 (3.09-4.06) --4.-64--]F-6-.3-3- 1 (4.05-5.41) 1 (5.36-7.62) 7.73 (6.42-9.50) 9.24 (7.50-11.6) 10.9 (8.58-14.0) 13.2 (10.0-17.8) 15.1 (11.1-21.0) 60 -day 1.44 (1.27-1.66) 2.40 (2.12-2.77) 3.81 (3.36-4.41) 5.06 (4.43-5.91) 6.93 (5.87-8.34) 8.48 (7.04-10.4) 10.2 (8.23-12.8) 11.9 (9.43-15.4) 14.5 (11.0-19.5) 16.6 (12.2-23.0) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc. nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=33.6863&Ion=-116.2934&data=depth&units=engIish&series=pds 1/4 9/14/2021 Precipitation Frequency Data Server PDS -based depth -duration -frequency (DDF) curves Latitude: 33.68631, Longitude= -116.29341 14 c s 12 4. CL 10 4-1v 19 S Z 6 CL 4 9 C: e e_ e_ E E E -E IJ'S OY"I O O 1-4ri rn LD Duration 18 16 14 c s 12 CL -0 10 e O CL 6 IL IL 4 2 0 L Ip Ip fp Ip fp Ip Ip fp fp N rV tf1 v h dI:r O rn O 'i N fY'Y V kD 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAAAtlas 14, Valu me 5, Version 2 Created (GMT): Tue Sep 14 21=26.22 2021 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years} — 1 2 — 5 10 25 — s0 100 200 500 1000 Duration — 5-mtn — 2 -day — 10 -min — 3 -day 15 -min — 4 -day — 30 -min — 7 -day — 60 -min — 10 -day — 2 -hr — 20 -day — "r — 30 -day — 6 -hr — 45 -day — 12 -hr — 60 -day — 24 -hr https://hdsc. nws. noaa. gov/hdsc/pfds/pfds_printpage.html?lat=33.6863&Ion=-116.2934&data=depth&units=engIish&series=pds 2/4 9/14/2021 Precipitation Frequency Data Server rt r e}<fia�� elps, - _lul_, EISENHOWER MOUNTAIN 'La Quinta J i ;Hideaway N GalrClub Lal,�Cahullla . ation Large scale terrain Lancaster0 'Now.0- a • Palmdale Victorville + Lake v t Angeles * Riverside �,q a - ,r�,1. °aeh Anaheim Cathedralcity 1'.s Sant%na PalmDesei�"�T1dib- Murrieta' I Oceanside Sea San Diego �7j 100km M�7CICdii-� 60mi _ _ isRi Large scale map easter .,Palmdale VictorviII& Ham' Santa Clarita Cid LosAngeles Riverside Anaheim Cathedral :acli" Cit} I India SantaAnaii'Qasart Murrieta Oceanside San ❑ieao 100km ex ina 60mi Large scale aerial https://hdsc. nws. noaa. gov/hdsc/pfds/pfds_printpage.htmI?Iat=33.6863&Ion=-116.2934&data=depth&units=engIish&series=pds 3/4 9/14/2021 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer https://hdsc. nws. noaa. gov/hdsc/pfds/pfds_printpage.htmI?Iat=33.6863&Ion=-116.2934&data=depth&units=engIish&series=pds 4/4 Appendix 6 — Synthetic Unit Hydrograph Calculations 45 A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 11683 2 DATA INPUT SHEET 14612 3 4 5 WORKSHEET PREPARED BY: SPE 6 PROJECT NAME LA QUINTA APARTMENTS 7 ECI Job # 20210635 511 8 27458 9 CONCENTRATION POINT DESIGNATION ISITE RETENTION BASIN 10 JAREA DESIGNATION IONSITE FLOWS 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING/HARDSCAPE 16 SF - 1 ACRE 17 SF - 1/2 ACRE 18 SF - 1/4 ACRE 19 IMF - CONDOMINIUMS 20 MF -APARTMENTS 13.42 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 0.61 24 GOLF COURSE 25 IMOUNTAINOUS 26 1 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 1000 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) F77 240 30 31 ELEVATION OF HEADWATER 53.4 32 ELEVATION OF CONCENTRATION POINT 48 33 34 JAVERAGE MANNINGS 'N' VALUE 0.02 35 36 STORM FREQUENCY (YEAR) 100 37 38 POINT RAIN 39 1 HOUR 1.61 40.3 -HOUR 2.26 41 6 -HOUR 2.84 42 24-HOUR 4.54 43 44 BASIN CHARACTERISTICS: I ELEVATION I AREA 45 42 8867 46 43 11683 47 44 14612 48 45 17654 49 46 20809 501 471 24077 511 481 27458 52 53 PERCOLATION RATE (in/hr) 0 54 55 DRYWELL DATA 56 NUMBER USED 2 57 1 PERCOLATION RATE cfs 0.12 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM ECI JOB# SHORTCUT METHOD BY LA QUINTA APARTMENTS 20210635 SPE DATE 10/25/2022 1 -HOUR 3 -HOUR PHYSICAL DATA 24-HOUR EFFECTIVE RAIN (in) 1.38 [1] CONCENTRATION POINT 1.52 1.57 SITE RETENTION BASIN 70,264 1.61 [2] AREA DESIGNATION 77,186 1.77 80,099 1.84 ONSITE FLOWS 68,819 1.58 [3] AREA - ACRES 71,662 1.65 66,166 1.52 14.030 - (0.00) [4] L -FEET 56 0.00 217 0.00 1000 68,819 1.58 [5] L -MILES 71,606 1.64 65,949 1.51 0.189 44.47 [6] La -FEET 23.54 5.88 240.00 46.48 [7] La -MILES 46.60 46.33 0.045 [8] ELEVATION OF HEADWATER 53.4 [9] ELEVATION OF CONCENTRATION POINT 48 [10] H -FEET 5.4 [11] S-FEET/MILE 28.5 [12] S"0.5 5.34 [13] L*LCA/S^0.5 0.002 [14] AVERAGE MANNINGS'N' 0.02 [15] LAG TIME -HOURS 0.04 [16] LAG TIME -MINUTES 2.5 [17] 100% OF LAG -MINUTES 2.5 [18] 200% OF LAG -MINUTES 5.0 [19] UNIT TIME -MINUTES (100%-200% OF LAG) 5 [24] TOTAL PERCOLATION RATE FOR DRYWELLS (cfs) 0.24 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] [5] [6] POINT AREA RAIN INCHES PER NOAA [7] AVERAGE POINT RAIN INCHES [8] POINT RAIN INCHES PER NOAA [9] [10] AREA [11] AVERAGE POINT RAIN INCHES [12] [13] [14] POINT AREA RAIN INCHES PER NOAA [15] AVERAGE POINT RAIN INCHES 2.26 14.030 1.00 2.26 2.84 14.030 1.00 2.84 4.54 14.030 1.00 4.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 14.03 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.26 SUM [9] 14.03 SUM [11] 2.84 SUM [13] 14.03 SUM [15] 4.54 1.000 1.000 1.000 2.26 2.84 4.54 STORM EVENT SUMMARY DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (in) 1.38 1.58 1.52 1.57 FLOOD VOLUME (cu -ft) (acre -ft) 70,264 1.61 80,259 1.84 77,186 1.77 80,099 1.84 ADJ FLOOD VOLUME (cu -ft) (FLOOD VOLUME LESS (acre -ft) LOSS RATES) 68,819 1.58 77,007 1.77 71,662 1.65 66,166 1.52 BASIN PERC LOSSES (cu -ft) (acre -ft) - (0.00) - 0.00 56 0.00 217 0.00 REQ BASIN STORAGE (cu -ft) (acre -ft) 68,819 1.58 77,007 1.77 71,606 1.64 65,949 1.51 PEAK FLOW (cfs) 44.47 27.97 23.54 5.88 MAXIMUM WSEL (ft) 46.48 46.83 46.60 46.33 1 -HOUR [16] [17] POINT AREA RAIN INCHES PER NOAA [18] [19] AVERAGE POINT RAIN INCHES 1.61 14.030 1.00 1.61 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 14.03 SUM [19] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 1.61 1.000 1.61 Plate E-2.1 Page 2 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT LA QUINTA APARTMENTS CONCENTRATION POINT: SITE RETENTION BASIN BY SPE DATE 10/25/2022 DJUSTED LOSS RATE SOIL GROUP [Plate C-1] LAND USE RI NUMBER [Plate E-6.1] PERVIOUS AREA INFILTRATION RATE (in/hr) [Plate E-6.2] DECIMAL PERCENT OF AREA IMPERVIOUS [Plate E-6.3] ADJUSTED INFILTRATION RATE (in/hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in/hr) A COMMERCIAL 32 0.74 90% 0.14 0.00 0.000 0.0000 A PAVING/HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 0.00 0.000 0.0000 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MIF -APARTMENTS 32 0.74 80% 0.21 13.42 0.957 0.1982 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.61 0.043 0.0322 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 14.03 1 SUM 0.2304 VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY) Fm= 0.115182609 C= 0.00213 Ft=C(24-(T/60))11.55 = 0.00213 (24-(T/60))^1.55 + 0.12 in/hr LOW LOSS RATE (80-90 PERCENT) = 90% Where: T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period, T=1 1/2 unit time for the second period, etc. Plate E-2.1 Page 3 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: LA QUINTA APARTMENTS 100 YEAR - 3 HOUR STORM EVENT CONCENTRATION POINT: SITE RETENTION BASIN BY: SPE DATE 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 14.03 UNIT TIME -MINUTES 5 LAG TIME - MINUTES 2.50 UNIT TIME -PERCENT OF LAG 199.9 TOTAL ADJUSTED STORM RAIN -INCHES 1.61 CONSTANT LOSS RATE-in/hr 0.23 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.24 cfs Unit Time Time Pattern Storm Loss Rate Effective Flood Required Period Minutes Hours Percent Rain Rain Hydrograph Storage in/hr in/hr Flow (Plate E-5.9) Max Low in/hr cfs cf 1 5 0.08 3.7 0.715 0.23 0.64 0.48 6.80 1967.15 2 10 0.17 4.8 0.927 0.23 0.83 0.70 9.78 2861.65 3 15 0.25 5.1 0.985 0.23 0.89 0.75 10.59 3105.60 4 20 0.33 4.9 0.947 0.23 0.85 0.72 10.05 2942.97 5 25 0.42 6.6 1.275 0.23 1.15 1.04 14.66 4325.37 6 30 0.50 7.3 1.410 0.23 1.27 1.18 16.56 4894.60 7 35 0.58 8.4 1.623 0.23 1.46 1.39 19.54 5789.09 8 40 0.67 9.0 1.739 0.23 1.56 1.51 21.16 6277.00 9 45 0.75 12.3 2.376 0.23 2.14 2.15 30.11 8960.49 10 50 0.83 17.6 3.400 0.23 3.06 3.17 44.47 13270.34 11 55 0.92 16.1 3.111 0.23 2.80 2.88 40.41 12050.57 12 60 1.00 4.2 0.811 0.23 0.73 0.58 8.15 2373.74 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) FLOOD VOLUME (acft) FLOOD VOLUME (cuft) REQUIRED STORAGE (acft) REQUIRED STORAGE (cuft) PEAK FLOW RATE (cfs) 1.38 1.61 70263.56 1.58 68818.59 44.47 Plate E-2.2 Page 4 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: LA QUINTA APARTMENTS CONCENTRATION POINT: SITE RETENTION BASIN BY: SPE DATE 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATE-in/hr LOW LOSS RATE - PERCENT 14.03 5 2.50 199.9 2.26 0.23 90% TOTAL PERCOLATION RATE (cfs) 0.24 cfs Unit Time Time Period Minutes Hours Pattern Percent (Plate E-5.9) Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.353 0.23 0.32 0.12 1.71 442.32 2 10 0.17 1.3 0.353 0.23 0.32 0.12 1.71 442.32 3 15 0.25 1.1 0.298 0.23 0.27 0.07 0.95 214.02 4 20 0.33 1.5 0.407 0.23 0.37 0.18 2.48 670.61 5 25 0.42 1.5 0.407 0.23 0.37 0.18 2.48 670.61 6 30 0.50 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 7 35 0.58 1.5 0.407 0.23 0.37 0.18 2.48 670.61 8 40 0.67 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 9 45 0.75 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 10 50 0.83 1.5 0.407 0.23 0.37 0.18 2.48 670.61 11 55 0.92 1.6 0.434 0.23 0.39 0.20 2.86 784.76 12 60 1.00 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 13 65 1.08 2.2 0.597 0.23 0.54 0.37 5.14 1469.65 14 70 1.17 2.2 0.597 0.23 0.54 0.37 5.14 1469.65 15 75 1.25 2.2 0.597 0.23 0.54 0.37 5.14 1469.65 16 80 1.33 2.0 0.542 0.23 0.49 0.31 4.38 1241.35 17 85 1.42 2.6 0.705 0.23 0.63 0.47 6.66 1926.24 18 90 1.50 2.7 0.732 0.23 0.66 0.50 7.04 2040.39 19 95 1.58 2.4 0.651 0.23 0.59 0.42 5.90 1697.95 20 100 1.67 2.7 0.732 0.23 0.66 0.50 7.04 2040.39 21 105 1.75 3.3 0.895 0.23 0.81 0.66 9.32 2725.28 22 110 1.83 3.1 0.841 0.23 0.76 0.61 8.56 2496.98 23 115 1.92 2.9 0.786 0.23 0.71 0.56 7.80 2268.69 24 120 2.00 3.0 0.814 0.23 0.73 0.58 8.18 2382.84 25 125 2.08 3.1 0.841 0.23 0.76 0.61 8.56 2496.98 26 130 2.17 4.2 1.139 0.23 1.03 0.91 12.75 3752.61 27 135 2.25 5.0 1.356 0.23 1.22 1.13 15.79 4665.80 28 140 2.33 3.5 0.949 0.23 0.85 0.72 10.09 2953.58 29 145 2.42 6.8 1.844 0.23 1.66 1.61 22.64 6720.46 30 150 2.50 7.3 1.980 0.23 1.78 1.75 24.54 7291.20 31 155 2.58 8.2 2.224 0.23 2.00 1.99 27.97 8318.54 32 160 2.67 5.9 1.600 0.23 1.44 1.37 19.22 5693.13 33 165 2.75 2.0 0.542 0.23 0.49 0.31 4.38 1241.35 34 170 2.83 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 35 175 2.92 1.8 0.488 0.23 0.44 0.26 3.62 1013.06 36 180 3.00 0.6 0.163 0.23 0.15 0.02 0.23 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) FLOOD VOLUME (acft) FLOOD VOLUME (tuft) REQUIRED STORAGE (acft) REQUIRED STORAGE (cuft) PEAK FLOW RATE (cfs) 1.58 1.84 80259.04 1.77 77006.94 27.97 Plate E-2.2 Page 5 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: CONCENTRATION POINT: BY: SPE LA QUINTA APARTMENTS SITE RETENTION BASIN DATE: 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATE-in/hr LOW LOSS RATE - PERCENT 14.03 5 2.50 199.9 2.84 0.230 90% TOTAL PERCOLATION RATE (cfs) 0.24 cfs Unit Time Time Period Minutes Hours Pattern Percent (Plate E-5.9) Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.170 0.23 0.15 0.02 0.24 0.00 2 10 0.17 0.6 0.204 0.23 0.18 0.02 0.29 14.07 3 15 0.25 0.6 0.204 0.23 0.18 0.02 0.29 14.07 4 20 0.33 0.6 0.204 0.23 0.18 0.02 0.29 14.07 5 25 0.42 0.6 0.204 0.23 0.18 0.02 0.29 14.07 6 30 0.50 0.7 0.239 0.23 0.21 0.01 0.11 0.00 7 35 0.58 0.7 0.239 0.23 0.21 0.01 0.11 0.00 8 40 0.67 0.7 0.239 0.23 0.21 0.01 0.11 0.00 9 45 0.75 0.7 0.239 0.23 0.21 0.01 0.11 0.00 10 50 0.83 0.7 0.239 0.23 0.21 0.01 0.11 0.00 11 55 0.92 0.7 0.239 0.23 0.21 0.01 0.11 0.00 12 60 1.00 0.8 0.273 0.23 0.25 0.04 0.59 105.93 13 65 1.08 0.8 0.273 0.23 0.25 0.04 0.59 105.93 14 70 1.17 0.8 0.273 0.23 0.25 0.04 0.59 105.93 15 75 1.25 0.8 0.273 0.23 0.25 0.04 0.59 105.93 16 80 1.33 0.8 0.273 0.23 0.25 0.04 0.59 105.93 17 85 1.42 0.8 0.273 0.23 0.25 0.04 0.59 105.93 18 90 1.50 0.8 0.273 0.23 0.25 0.04 0.59 105.93 19 95 1.58 0.8 0.273 0.23 0.25 0.04 0.59 105.93 20 100 1.67 0.8 0.273 0.23 0.25 0.04 0.59 105.93 21 105 1.75 0.8 0.273 0.23 0.25 0.04 0.59 105.93 22 110 1.83 0.8 0.273 0.23 0.25 0.04 0.59 105.93 23 115 1.92 0.8 0.273 0.23 0.25 0.04 0.59 105.93 24 120 2.00 0.9 0.307 0.23 0.28 0.08 1.07 249.38 25 125 2.08 0.8 0.273 0.23 0.25 0.04 0.59 105.93 26 130 2.17 0.9 0.307 0.23 0.28 0.08 1.07 249.38 27 135 2.25 0.9 0.307 0.23 0.28 0.08 1.07 249.38 28 140 2.33 0.9 0.307 0.23 0.28 0.08 1.07 249.38 29 145 2.42 0.9 0.307 0.23 0.28 0.08 1.07 249.38 30 150 2.50 0.9 0.307 0.23 0.28 0.08 1.07 249.38 31 155 2.58 0.9 0.307 0.23 0.28 0.08 1.07 249.38 32 160 2.67 0.9 0.307 0.23 0.28 0.08 1.07 249.38 33 165 2.75 1.0 0.341 0.23 0.31 0.11 1.55 392.82 34 170 2.83 1.0 0.341 0.23 0.31 0.11 1.55 392.82 35 175 2.92 1.0 0.341 0.23 0.31 0.11 1.55 392.82 36 180 3.00 1.0 0.341 0.23 0.31 0.11 1.55 392.82 37 185 3.08 1.0 0.341 0.23 0.31 0.11 1.55 392.82 38 190 3.17 1.1 0.375 0.23 0.34 0.14 2.03 536.26 39 195 3.25 1.1 0.375 0.23 0.34 0.14 2.03 536.26 40 200 3.33 1.1 0.375 0.23 0.34 0.14 2.03 536.26 41 205 3.42 1.2 0.409 0.23 0.37 0.18 2.51 679.71 42 210 3.50 1.3 0.443 0.23 0.40 0.21 2.98 823.15 43 215 3.58 1.4 0.477 0.23 0.43 0.25 3.46 966.59 44 220 3.67 1.4 0.477 0.23 0.43 0.25 3.46 966.59 45 225 3.75 1.5 0.511 0.23 0.46 0.28 3.94 1110.03 46 230 3.83 1.5 0.511 0.23 0.46 0.28 3.94 1110.03 47 235 3.92 1.6 0.545 0.23 0.49 0.31 4.42 1253.48 48 240 4.00 1.6 0.545 0.23 0.49 0.31 4.42 1253.48 49 245 4.08 1.7 0.579 0.23 0.52 0.35 4.90 1396.92 50 250 4.17 1.8 0.613 0.23 0.55 0.38 5.37 1540.36 51 255 4.25 1.9 0.648 0.23 0.58 0.42 5.85 1683.80 52 260 4.33 2.0 0.682 0.23 0.61 0.45 6.33 1827.25 53 265 4.42 2.1 0.716 0.23 0.64 0.49 6.81 1970.69 54 270 4.50 2.1 0.716 0.23 0.64 0.49 6.81 1970.69 55 275 4.58 2.2 0.750 0.23 0.67 0.52 7.29 2114.13 56 280 1 4.67 2.3 0.784 0.23 0.71 0.55 7.77 2257.58 Plate E-2.2 Page 6 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: CONCENTRATION POINT: BY: SPE LA QUINTA APARTMENTS SITE RETENTION BASIN DATE: 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATE-in/hr LOW LOSS RATE - PERCENT 14.03 5 2.50 199.9 2.84 0.230 90% TOTAL PERCOLATION RATE (cfs) 0.24 cfs Unit Time Time Period Minutes Hours Pattern Percent (Plate E-5.9) Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.818 0.23 0.74 0.59 8.24 2401.02 58 290 4.83 2.4 0.818 0.23 0.74 0.59 8.24 2401.02 59 295 4.92 2.5 0.852 0.23 0.77 0.62 8.72 2544.46 60 300 5.00 2.6 0.886 0.23 0.80 0.66 9.20 2687.90 61 305 5.08 3.1 1.056 0.23 0.95 0.83 11.59 3405.12 62 310 5.17 3.6 1.227 0.23 1.10 1.00 13.98 4122.33 63 315 5.25 3.9 1.329 0.23 1.20 1.10 15.42 4552.66 64 320 5.33 4.2 1.431 0.23 1.29 1.20 16.85 4982.99 65 325 5.42 4.7 1.602 0.23 1.44 1.37 19.24 5700.20 66 330 5.50 5.6 1.908 0.23 1.72 1.68 23.54 6991.19 67 335 5.58 1.9 0.648 0.23 0.58 0.42 5.85 1683.80 68 340 5.67 0.9 0.307 0.23 0.28 0.08 1.07 249.38 69 345 5.75 0.6 0.204 0.23 0.18 0.02 0.29 14.07 70 350 5.83 0.5 0.170 0.23 0.15 0.02 0.24 0.00 71 355 5.92 0.3 0.102 0.23 0.09 0.01 0.14 0.00 72 360 6.00 0.2 0.068 0.23 0.06 0.01 0.10 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) FLOOD VOLUME (acft) FLOOD VOLUME (cuft) REQUIRED STORAGE (acft) REQUIRED STORAGE (cuft) PEAK FLOW RATE (cfs) 1.52 1.77 77186.24 1.65 71661.92 23.54 Plate E-2.2 Page 7 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: CONCENTRATION POINT: BY: SPE LA QUINTA APARTMENTS SITE RETENTION BASIN DATE: 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES 14.030 15 2.50 599.6 4.54 CONSTANT LOSS RATE-in/hr VARIABLE LOSS RATE (AVG) in/hr MINIMUM LOSS RATE (for var. loss) - in/hr LOW LOSS RATE - DECIMAL C PERCOLATION RATE (cfs) n/a 0.2304 0.115 0.90 0.00213 0.24 Unit Time Time Period Minutes Hours Pattern Percent (Plate E-5.9) Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.036 0.407 0.033 0.004 0.05 0.00 2 30 0.50 0.3 0.054 0.402 0.049 0.005 0.08 0.00 3 45 0.75 0.3 0.054 0.397 0.049 0.005 0.08 0.00 4 60 1.00 0.4 0.073 0.393 0.065 0.007 0.10 0.00 5 75 1.25 0.3 0.054 0.388 0.049 0.005 0.08 0.00 6 90 1.50 0.3 0.054 0.383 0.049 0.005 0.08 0.00 7 105 1.75 0.3 0.054 0.379 0.049 0.005 0.08 0.00 8 120 2.00 0.4 0.073 0.374 0.065 0.007 0.10 0.00 9 135 2.25 0.4 0.073 0.370 0.065 0.007 0.10 0.00 10 150 2.50 0.4 0.073 0.365 0.065 0.007 0.10 0.00 11 165 2.75 0.5 0.091 0.361 0.082 0.009 0.13 0.00 12 180 3.00 0.5 0.091 0.356 0.082 0.009 0.13 0.00 13 195 3.25 0.5 0.091 0.352 0.082 0.009 0.13 0.00 14 210 3.50 0.5 0.091 0.348 0.082 0.009 0.13 0.00 15 225 3.75 0.5 0.091 0.343 0.082 0.009 0.13 0.00 16 240 4.00 0.6 0.109 0.339 0.098 0.011 0.15 0.00 17 255 4.25 0.6 0.109 0.335 0.098 0.011 0.15 0.00 18 270 4.50 0.7 0.127 0.330 0.114 0.013 0.18 0.00 19 285 4.75 0.7 0.127 0.326 0.114 0.013 0.18 0.00 20 300 5.00 0.8 0.145 0.322 0.131 0.015 0.20 0.00 21 315 5.25 0.6 0.109 0.318 0.098 0.011 0.15 0.00 22 330 5.50 0.7 0.127 0.314 0.114 0.013 0.18 0.00 23 345 5.75 0.8 0.145 0.310 0.131 0.015 0.20 0.00 24 360 6.00 0.8 0.145 0.305 0.131 0.015 0.20 0.00 25 375 6.25 0.9 0.163 0.301 0.147 0.016 0.23 0.00 26 390 6.50 0.9 0.163 0.297 0.147 0.016 0.23 0.00 27 405 6.75 1.0 0.182 0.293 0.163 0.018 0.25 13.31 28 420 7.00 1.0 0.182 0.289 0.163 0.018 0.25 13.31 29 435 7.25 1.0 0.182 0.285 0.163 0.018 0.25 13.31 30 450 7.50 1.1 0.200 0.282 0.180 0.020 0.28 36.24 31 465 7.75 1.2 0.218 0.278 0.196 0.022 0.31 59.17 32 480 8.00 1.3 0.236 0.274 0.212 0.024 0.33 82.10 33 495 8.25 1.5 0.272 0.270 0.245 0.002 0.03 0.00 34 510 8.50 1.5 0.272 0.266 0.245 0.006 0.09 0.00 35 525 8.75 1.6 0.291 0.263 0.262 0.028 0.39 137.02 36 540 9.00 1.7 0.309 0.259 0.278 0.050 0.70 413.03 37 555 9.25 1.9 0.345 0.255 0.311 0.090 1.26 917.92 38 570 9.50 2.0 0.363 0.252 0.327 0.112 1.57 1193.09 39 585 9.75 2.1 0.381 0.248 0.343 0.133 1.87 1467.82 40 600 10.00 2.2 0.400 0.244 0.360 0.155 2.18 1742.12 41 615 10.25 1.5 0.272 0.241 0.245 0.031 0.44 181.54 42 630 10.50 1.5 0.272 0.237 0.245 0.035 0.49 225.65 43 645 10.75 2.0 0.363 0.234 0.327 0.129 1.81 1415.86 44 660 11.00 2.0 0.363 0.231 0.327 0.133 1.86 1459.09 45 675 11.25 1.9 0.345 0.227 0.311 0.118 1.65 1272.57 46 690 11.50 1.9 0.345 0.224 0.311 0.121 1.70 1314.89 47 705 11.75 1.7 0.309 0.220 0.278 0.088 1.24 898.14 48 720 12.00 1.8 0.327 0.217 0.294 0.110 1.54 1168.85 49 735 12.25 2.5 0.454 0.214 0.409 0.240 3.37 2814.93 50 750 12.50 2.6 0.472 0.211 0.425 0.261 3.67 3084.71 51 765 12.75 2.8 0.508 0.208 0.458 0.301 4.22 3583.31 52 780 13.00 2.9 0.527 0.204 0.474 0.322 4.52 3852.12 53 795 13.25 3.4 0.617 0.201 0.556 0.416 5.84 5037.68 54 810 13.50 3.4 0.617 0.198 0.556 0.419 5.88 5076.21 55 825 13.75 2.3 0.418 0.195 0.376 0.222 3.12 2591.88 56 840 14.00 2.3 0.418 0.192 0.376 0.225 3.16 2629.42 57 855 14.25 2.7 0.490 0.189 0.441 0.301 4.22 3583.67 58 870 14.50 2.6 0.472 0.187 0.425 0.286 4.01 3390.89 59 885 14.75 2.6 0.472 0.184 0.425 0.288 4.05 3426.89 60 900 15.00 2.5 0.454 0.181 0.409 0.273 3.83 3233.06 61 915 15.25 2.4 0.436 0.178 0.392 0.258 3.62 3038.70 Plate E-2.2 Page 8 of 20 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: CONCENTRATION POINT: BY: SPE LA QUINTA APARTMENTS SITE RETENTION BASIN DATE: 10/25/2022 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES 14.030 15 2.50 599.6 4.54 CONSTANT LOSS RATE-in/hr VARIABLE LOSS RATE (AVG) in/hr MINIMUM LOSS RATE (for var. loss) - in/hr LOW LOSS RATE - DECIMAL C PERCOLATION RATE (cfs) n/a 0.2304 0.115 0.90 0.00213 0.24 Unit Time Time Period Minutes Hours Pattern Percent (Plate E-5.9) Storm Rain in/hr Loss Rate in/hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 62 930 15.50 2.3 0.418 0.175 0.376 0.242 3.40 2843.80 63 945 15.75 1.9 0.345 0.173 0.311 0.172 2.42 1960.44 64 960 16.00 1.9 0.345 0.170 0.311 0.175 2.46 1993.75 65 975 16.25 0.4 0.073 0.167 0.065 0.007 0.10 0.00 66 990 16.50 0.4 0.073 0.165 0.065 0.007 0.10 0.00 67 1005 16.75 0.3 0.054 0.162 0.049 0.005 0.08 0.00 68 1020 17.00 0.3 0.054 0.160 0.049 0.005 0.08 0.00 69 1035 17.25 0.5 0.091 0.158 0.082 0.009 0.13 0.00 70 1050 17.50 0.5 0.091 0.155 0.082 0.009 0.13 0.00 71 1065 17.75 0.5 0.091 0.153 0.082 0.009 0.13 0.00 72 1080 18.00 0.4 0.073 0.151 0.065 0.007 0.10 0.00 73 1095 18.25 0.4 0.073 0.148 0.065 0.007 0.10 0.00 74 1110 18.50 0.4 0.073 0.146 0.065 0.007 0.10 0.00 75 1125 18.75 0.3 0.054 0.144 0.049 0.005 0.08 0.00 76 1140 19.00 0.2 0.036 0.142 0.033 0.004 0.05 0.00 77 1155 19.25 0.3 0.054 0.140 0.049 0.005 0.08 0.00 78 1170 19.50 0.4 0.073 0.138 0.065 0.007 0.10 0.00 79 1185 19.75 0.3 0.054 0.136 0.049 0.005 0.08 0.00 80 1200 20.00 0.2 0.036 0.134 0.033 0.004 0.05 0.00 81 1215 20.25 0.3 0.054 0.133 0.049 0.005 0.08 0.00 82 1230 20.50 0.3 0.054 0.131 0.049 0.005 0.08 0.00 83 1245 20.75 0.3 0.054 0.129 0.049 0.005 0.08 0.00 84 1260 21.00 0.2 0.036 0.128 0.033 0.004 0.05 0.00 85 1275 21.25 0.3 0.054 0.126 0.049 0.005 0.08 0.00 86 1290 21.50 0.2 0.036 0.125 0.033 0.004 0.05 0.00 87 1305 21.75 0.3 0.054 0.123 0.049 0.005 0.08 0.00 88 1320 22.00 0.2 0.036 0.122 0.033 0.004 0.05 0.00 89 1335 22.25 0.3 0.054 0.121 0.049 0.005 0.08 0.00 90 1350 22.50 0.2 0.036 0.120 0.033 0.004 0.05 0.00 91 1365 22.75 0.2 0.036 0.119 0.033 0.004 0.05 0.00 92 1380 23.00 0.2 0.036 0.118 0.033 0.004 0.05 0.00 93 1395 23.25 0.2 0.036 0.117 0.033 0.004 0.05 0.00 94 1410 23.50 0.2 0.036 0.116 0.033 0.004 0.05 0.00 95 1425 23.75 0.2 0.036 0.116 0.033 0.004 0.05 0.00 96 1440 24.00 0.2 0.036 0.115 0.033 0.004 0.05 0.00 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) FLOOD VOLUME (acft) FLOOD VOLUME (tuft) REQUIRED STORAGE (acft) REQUIRED STORAGE (tuft) PEAK FLOW (cfs) 1.57 1.84 80099.08 1.52 66166.46 5.88 Plate E-2.2 Page 9 of 20 PROJECT: LA QUINTA APARTMENTS ECI JOB# 20210635 SITE RETENTION BASIN BASIN CHARACTERISTICS CONTOUR INCR (ft) DEPTH TOTAL (ft) AREA INCR (sf) TOTAL (sf) INCR (cuft) VOLUME TOTAL (cuft) (acre -ft) 42 0 0 0.15 8867 0 0 0.00 43 1 1 2816 11683 10275 10275 0.24 44 1 2 2929 14612 13148 23423 0.54 45 1 3 3042 17654 16133 39556 0.91 46 1 4 3155 20809 19232 58787 1.35 47 1 5 3268 24077 22443 81230 1.86 48 1 1 6 3381 1 274581 25768 1 106998 1 2.46 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in/hr 0.00000 cfs per square foot of perc area DRYW ELLS NUMBER USED 2 RATE/DRYW ELL 0.12 cfs TOTAL DISSIPATED 0.24 cfs TOTAL DRYWELL PERCOLATION RATE 0.24 cfs INTERPOLATION TABLE FOR RETENTION BASIN DEPTH/AREA/VOLUME LOOKUP CONTOUR DEPTH AREA INCR TOTAL INCR TOTAL INCR (ft) (ft) (sf) (sf) (cuft) 42.00 42.03 42.05 42.08 42.10 42.13 42.15 42.18 42.20 42.23 42.25 42.28 42.30 42.33 42.35 42.38 42.40 42.43 42.45 42.48 42.50 42.53 42.55 42.58 0 0 0.025 0.02 0.025 0.05 0.025 0.07 0.025 0.10 0.025 0.12 0.025 0.15 0.025 0.17 0.025 0.20 0.025 0.22 0.025 0.25 0.025 0.27 0.025 0.30 0.025 0.32 0.025 0.35 0.025 0.37 0.025 0.40 0.025 0.42 0.025 0.45 0.025 0.47 0.025 0.50 0.025 0.52 0.025 0.55 0.025 0.57 0 8867 0 70 8937 223 70 9008 225 70 9078 227 70 9149 229 70 9219 230 70 9289 232 70 9360 234 70 9430 235 70 9501 237 70 9571 239 70 9641 241 70 9712 242 70 9782 244 70 9853 246 70 9923 247 70 9993 249 70 10064 251 70 10134 253 70 10205 254 70 10275 256 70 10345 258 70 10416 259 70 10486 261 VOLUME TOTAL (cuft) (acre -ft) 0 0.00 223 0.01 449 0.01 675 0.02 904 0.02 1134 0.03 1366 0.03 1600 0.04 1835 0.04 2072 0.05 2311 0.05 2552 0.06 2794 0.06 3038 0.07 3284 0.08 3531 0.08 3780 0.09 4031 0.09 4284 0.10 4538 0.10 4794 0.11 5052 0.12 5311 0.12 5572 0.13 Basin Characteristics Page 10 of 20 42.60 42.63 42.65 42.68 42.70 42.73 42.75 42.78 42.80 42.83 42.85 42.88 42.90 42.92 42.95 42.97 43.00 43.03 43.05 43.08 43.10 43.13 43.15 43.18 43.20 43.23 43.25 43.28 43.30 43.33 43.35 43.38 43.40 43.43 43.45 43.48 43.50 43.53 43.55 43.58 43.60 43.63 43.65 43.68 43.70 43.73 43.75 43.78 43.80 43.83 43.85 43.88 43.90 43.92 43.95 43.97 44.00 44.03 0.025 0.60 0.025 0.62 0.025 0.65 0.025 0.67 0.025 0.70 0.025 0.72 0.025 0.75 0.025 0.77 0.025 0.80 0.025 0.82 0.025 0.85 0.025 0.87 0.025 0.90 0.025 0.92 0.025 0.95 0.025 0.97 0.025 1.00 0.025 1.03 0.025 1.05 0.025 1.08 0.025 1.10 0.025 1.12 0.025 1.15 0.025 1.17 0.025 1.20 0.025 1.22 0.025 1.25 0.025 1.27 0.025 1.30 0.025 1.32 0.025 1.35 0.025 1.37 0.025 1.40 0.025 1.42 0.025 1.45 0.025 1.47 0.025 1.50 0.025 1.52 0.025 1.55 0.025 1.57 0.025 1.60 0.025 1.62 0.025 1.65 0.025 1.67 0.025 1.70 0.025 1.72 0.025 1.75 0.025 1.77 0.025 1.80 0.025 1.82 0.025 1.85 0.025 1.87 0.025 1.90 0.025 1.92 0.025 1.95 0.025 1.97 0.025 2.00 0.025 2.03 70 10557 263 5835 0.13 70 10627 265 6100 0.14 70 10697 266 6366 0.15 70 10768 268 6634 0.15 70 10838 270 6904 0.16 70 10909 271 7176 0.16 70 10979 273 7449 0.17 70 11049 275 7724 0.18 70 11120 277 8000 0.18 70 11190 278 8279 0.19 70 11261 280 8559 0.20 70 11331 282 8840 0.20 70 11401 283 9124 0.21 70 11472 285 9409 0.22 70 11542 287 9696 0.22 70 11613 289 9985 0.23 70 11683 290 10275 0.24 73 11756 294 10569 0.24 73 11829 296 10865 0.25 73 11903 297 11162 0.26 73 11976 299 11461 0.26 73 12049 301 11762 0.27 73 12122 303 12065 0.28 73 12196 305 12370 0.28 73 12269 306 12676 0.29 73 12342 308 12984 0.30 73 12415 310 13294 0.31 73 12488 312 13606 0.31 73 12562 314 13919 0.32 73 12635 315 14234 0.33 73 12708 317 14552 0.33 73 12781 319 14870 0.34 73 12855 321 15191 0.35 73 12928 322 15514 0.36 73 13001 324 15838 0.36 73 13074 326 16164 0.37 73 13148 328 16492 0.38 73 13221 330 16821 0.39 73 13294 331 17153 0.39 73 13367 333 17486 0.40 73 13440 335 17821 0.41 73 13514 337 18157 0.42 73 13587 339 18496 0.42 73 13660 340 18836 0.43 73 13733 342 19178 0.44 73 13807 344 19522 0.45 73 13880 346 19868 0.46 73 13953 347 20215 0.46 73 14026 349 20564 0.47 73 14099 351 20915 0.48 73 14173 353 21268 0.49 73 14246 355 21623 0.50 73 14319 356 21979 0.50 73 14392 358 22337 0.51 73 14466 360 22697 0.52 73 14539 362 23059 0.53 73 14612 364 23423 0.54 76 14688 367 23790 0.55 Basin Characteristics Page 11 of 20 44.05 44.08 44.10 44.13 44.15 44.18 44.20 44.23 44.25 44.28 44.30 44.33 44.35 44.38 44.40 44.43 44.45 44.48 44.50 44.53 44.55 44.58 44.60 44.63 44.65 44.68 44.70 44.73 44.75 44.78 44.80 44.83 44.85 44.88 44.90 44.92 44.95 44.97 45.00 45.03 45.05 45.08 45.10 45.13 45.15 45.18 45.20 45.23 45.25 45.28 45.30 45.33 45.35 45.38 45.40 45.43 45.45 45.48 0.025 2.05 0.025 2.08 0.025 2.10 0.025 2.12 0.025 2.15 0.025 2.17 0.025 2.20 0.025 2.22 0.025 2.25 0.025 2.27 0.025 2.30 0.025 2.32 0.025 2.35 0.025 2.37 0.025 2.40 0.025 2.42 0.025 2.45 0.025 2.47 0.025 2.50 0.025 2.52 0.025 2.55 0.025 2.57 0.025 2.60 0.025 2.62 0.025 2.65 0.025 2.67 0.025 2.70 0.025 2.72 0.025 2.75 0.025 2.77 0.025 2.80 0.025 2.82 0.025 2.85 0.025 2.87 0.025 2.90 0.025 2.92 0.025 2.95 0.025 2.97 0.025 3.00 0.025 3.03 0.025 3.05 0.025 3.08 0.025 3.10 0.025 3.12 0.025 3.15 0.025 3.17 0.025 3.20 0.025 3.22 0.025 3.25 0.025 3.27 0.025 3.30 0.025 3.32 0.025 3.35 0.025 3.37 0.025 3.40 0.025 3.42 0.025 3.45 0.025 3.47 76 14764 369 24159 0.55 76 14840 371 24530 0.56 76 14916 373 24902 0.57 76 14992 375 25277 0.58 76 15068 376 25653 0.59 76 15144 378 26032 0.60 76 15220 380 26412 0.61 76 15296 382 26794 0.62 76 15373 384 27178 0.62 76 15449 386 27563 0.63 76 15525 388 27951 0.64 76 15601 389 28340 0.65 76 15677 391 28731 0.66 76 15753 393 29125 0.67 76 15829 395 29520 0.68 76 15905 397 29916 0.69 76 15981 399 30315 0.70 76 16057 401 30716 0.71 76 16133 402 31118 0.71 76 16209 404 31522 0.72 76 16285 406 31928 0.73 76 16361 408 32336 0.74 76 16437 410 32746 0.75 76 16513 412 33158 0.76 76 16589 414 33571 0.77 76 16665 415 33987 0.78 76 16741 417 34404 0.79 76 16817 419 34823 0.80 76 16894 421 35244 0.81 76 16970 423 35667 0.82 76 17046 425 36091 0.83 76 17122 427 36518 0.84 76 17198 428 36946 0.85 76 17274 430 37377 0.86 76 17350 432 37809 0.87 76 17426 434 38243 0.88 76 17502 436 38678 0.89 76 17578 438 39116 0.90 76 17654 439 39556 0.91 79 17733 443 39999 0.92 79 17812 445 40444 0.93 79 17891 447 40891 0.94 79 17970 449 41340 0.95 79 18048 451 41791 0.96 79 18127 453 42244 0.97 79 18206 455 42699 0.98 79 18285 457 43156 0.99 79 18364 459 43614 1.00 79 18443 461 44075 1.01 79 18522 463 44537 1.02 79 18601 464 45002 1.03 79 18679 466 45468 1.04 79 18758 468 45936 1.05 79 18837 470 46407 1.07 79 18916 472 46879 1.08 79 18995 474 47353 1.09 79 19074 476 47829 1.10 79 19153 478 48307 1.11 Basin Characteristics Page 12 of 20 45.50 45.53 45.55 45.58 45.60 45.63 45.65 45.68 45.70 45.73 45.75 45.78 45.80 45.83 45.85 45.88 45.90 45.92 45.95 45.97 46.00 46.03 46.05 46.08 46.10 46.13 46.15 46.18 46.20 46.23 46.25 46.28 46.30 46.33 46.35 46.38 46.40 46.43 46.45 46.48 46.50 46.53 46.55 46.58 46.60 46.63 46.65 46.68 46.70 46.73 46.75 46.78 46.80 46.83 46.85 46.88 46.90 46.92 0.025 3.50 0.025 3.52 0.025 3.55 0.025 3.57 0.025 3.60 0.025 3.62 0.025 3.65 0.025 3.67 0.025 3.70 0.025 3.72 0.025 3.75 0.025 3.77 0.025 3.80 0.025 3.82 0.025 3.85 0.025 3.87 0.025 3.90 0.025 3.92 0.025 3.95 0.025 3.97 0.025 4.00 0.025 4.03 0.025 4.05 0.025 4.08 0.025 4.10 0.025 4.12 0.025 4.15 0.025 4.17 0.025 4.20 0.025 4.22 0.025 4.25 0.025 4.27 0.025 4.30 0.025 4.32 0.025 4.35 0.025 4.37 0.025 4.40 0.025 4.42 0.025 4.45 0.025 4.47 0.025 4.50 0.025 4.52 0.025 4.55 0.025 4.57 0.025 4.60 0.025 4.62 0.025 4.65 0.025 4.67 0.025 4.70 0.025 4.72 0.025 4.75 0.025 4.77 0.025 4.80 0.025 4.82 0.025 4.85 0.025 4.87 0.025 4.90 0.025 4.92 79 19232 480 48786 1.12 79 19310 482 49268 1.13 79 19389 484 49752 1.14 79 19468 486 50238 1.15 79 19547 488 50725 1.16 79 19626 489 51214 1.18 79 19705 491 51706 1.19 79 19784 493 52199 1.20 79 19863 495 52694 1.21 79 19941 497 53191 1.22 79 20020 499 53691 1.23 79 20099 501 54192 1.24 79 20178 503 54694 1.26 79 20257 505 55199 1.27 79 20336 507 55706 1.28 79 20415 509 56215 1.29 79 20494 511 56725 1.30 79 20572 513 57238 1.31 79 20651 514 57752 1.33 79 20730 516 58269 1.34 79 20809 518 58787 1.35 82 20891 522 59309 1.36 82 20972 524 59833 1.37 82 21054 526 60360 1.39 82 21136 528 60888 1.40 82 21218 530 61418 1.41 82 21299 532 61950 1.42 82 21381 534 62484 1.43 82 21463 536 63021 1.45 82 21544 538 63559 1.46 82 21626 540 64099 1.47 82 21708 542 64641 1.48 82 21789 544 65185 1.50 82 21871 546 65731 1.51 82 21953 548 66279 1.52 82 22035 550 66829 1.53 82 22116 552 67382 1.55 82 22198 554 67936 1.56 82 22280 556 68492 1.57 82 22361 558 69050 1.59 82 22443 560 69610 1.60 82 22525 562 70172 1.61 82 22606 564 70736 1.62 82 22688 566 71302 1.64 82 22770 568 71870 1.65 82 22852 570 72440 1.66 82 22933 572 73012 1.68 82 23015 574 73586 1.69 82 23097 576 74162 1.70 82 23178 578 74740 1.72 82 23260 580 75320 1.73 82 23342 582 75902 1.74 82 23423 584 76486 1.76 82 23505 586 77072 1.77 82 23587 588 77660 1.78 82 23669 590 78250 1.80 82 23750 592 78842 1.81 82 23832 594 79436 1.82 Basin Characteristics Page 13 of 20 46.95 46.97 47.00 47.03 47.05 47.08 47.10 47.13 47.15 47.18 47.20 47.23 47.25 47.28 47.30 47.33 47.35 47.38 47.40 47.43 47.45 47.48 47.50 47.53 47.55 47.58 47.60 47.63 47.65 47.68 47.70 47.73 47.75 47.78 47.80 47.83 47.85 47.88 47.90 47.92 47.95 47.971 48.001 0.025 4.95 82 82 82 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 23914 23995 24077 24162 24246 24331 24415 24500 24584 24669 24753 24838 24922 25007 25091 25176 25260 25345 25429 25514 25598 25683 25768 25852 25937 26021 26106 26190 26275 26359 26444 26528 26613 26697 26782 26866 26951 27035 27120 27204 27289 27373 27458 596 598 600 604 606 608 610 612 614 616 618 620 623 625 627 629 631 633 635 637 639 641 643 645 647 649 651 653 656 658 660 662 664 666 668 670 672 674 676 678 680 682 684 80032 80630 81230 81834 82440 83048 83658 84271 84885 85501 86120 86740 87363 87987 88614 89243 89873 90506 91141 91778 92417 93058 93701 94347 94994 95643 96295 96948 97604 98261 98921 99583 100246 100912 101580 102250 102922 103596 104272 104951 105631 106313 106998 1.84 1.85 1.86 1.88 1.89 1.91 1.92 1.93 1.95 1.96 1.98 1.99 2.01 2.02 2.03 2.05 2.06 2.08 2.09 2.11 2.12 2.14 2.15 2.17 2.18 2.20 2.21 2.23 2.24 2.26 2.27 2.29 2.30 2.32 2.33 2.35 2.36 2.38 2.39 2.41 2.42 2.44 2.46 0.025 4.97 0.025 5.00 0.025 5.03 0.025 5.05 0.025 5.08 0.025 5.10 0.025 5.12 0.025 5.15 0.025 5.17 0.025 5.20 0.025 5.22 0.025 5.25 0.025 5.27 0.025 5.30 0.025 5.32 0.025 5.35 0.025 5.37 0.025 5.40 0.025 5.42 0.025 5.45 0.025 5.47 0.025 5.50 0.025 5.52 0.025 5.55 0.025 5.57 0.025 5.60 0.025 5.62 0.025 5.65 0.025 5.67 0.025 5.70 0.025 5.72 0.025 5.75 0.025 5.77 0.025 5.80 0.025 5.82 0.025 5.85 0.025 5.87 0.025 5.90 0.025 5.92 0.025 5.95 0.025 5.97 0.025 1 6.00 Basin Characteristics Page 14 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 1 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) PERC AREA (sf) PERC OUT (cuft) POST PERC BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 1 5 6.56 1,967 42.23 1,967 9501 0 42.23 1,967 0.05 2 10 9.54 2,862 42.50 4,829 10275 0 42.50 4,829 0.11 3 15 10.35 3,106 42.80 7,934 11120 0 42.80 7,934 0.18 4 20 9.81 2,943 43.05 10,877 11829 0 43.05 10,877 0.25 5 25 14.42 4,325 43.40 15,203 12855 0 43.40 15,203 0.35 6 30 16.32 4,895 43.78 20,097 13953 0 43.78 20,097 0.46 7 35 19.30 5,789 44.18 25,886 15144 01 44.18 25,886 0.59 8 40 20.92 6,277 44.58 32,163 16361 0 44.58 32,163 0.74 9 45 29.87 8,960 45.10 41,124 17970 0 45.10 41,124 0.94 10 50 44.23 13,270 45.78 54,394 20099 0 45.78 54,394 1.25 11 55 40.17 12,051 46.35 66,445 21953 0 46.35 66,445 1.53 12 60 1 7.911 2,374 1 46.481 68,819 1 22361 0 46.48 68,819 1.58 Basin Depth Analysis Page 15 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 3 HOUR STORM EVENT TIME UNIT PERIOD (min) FLOW IN (cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) BASIN PERC AREA PERC OUT (cuft) POST PERC BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 1 5 1.47 442 42.05 442 9008 0 42.05 442 0.01 2 10 1.47 442 42.10 885 9149 0 42.10 885 0.02 3 15 0.71 214 42.13 1,099 9219 0 42.13 1,099 0.03 4 20 2.24 671 42.20 1,769 9430 0 42.20 1,769 0.04 5 25 2.24 671 42.28 2,440 9641 0 42.28 2,440 0.06 6 30 3.38 1,013 42.38 3,453 9923 0 42.38 3,453 0.08 7 35 2.24 671 42.43 4,124 10064 0 42.43 4,124 0.09 8 40 3.38 1,013 42.53 5,137 10345 0 42.53 5,137 0.12 9 45 3.38 1,013 42.63 6,150 10627 0 42.63 6,150 0.14 10 50 2.24 671 42.70 6,820 10838 0 42.70 6,820 0.16 11 55 2.62 785 42.78 7,605 11049 0 42.78 7,605 0.17 12 60 3.38 1,013 42.85 8,618 11261 0 42.85 8,618 0.20 13 65 4.90 1,470 42.97 10,088 11613 0 42.97 10,088 0.23 14 70 4.90 1,470 43.10 11,557 11976 0 43.10 11,557 0.27 15 75 4.90 1,470 43.23 13,027 12342 0 43.23 13,027 0.30 16 80 4.14 1,241 43.33 14,268 12635 0 43.33 14,268 0.33 17 85 6.42 1,926 43.48 16,195 13074 0 43.48 16,195 0.37 18 90 6.80 2,040 43.63 18,235 13514 0 43.63 18,235 0.42 19 95 5.66 1,698 43.75 19,933 13880 0 43.75 19,933 0.46 20 100 6.80 2,040 43.90 21,973 14319 0 43.90 21,973 0.50 21 105 9.08 2,725 44.08 24,699 14840 0 44.08 24,699 0.57 22 110 8.32 2,497 44.25 27,196 15373 0 44.25 27,196 0.62 23 115 7.56 2,269 44.40 29,464 15829 0 44.40 29,464 0.68 24 120 7.94 2,383 44.55 31,847 16285 0 44.55 31,847 0.73 25 125 8.32 2,497 44.70 34,344 16741 0 44.70 34,344 0.79 26 130 12.51 3,753 44.92 38,097 17426 0 44.92 38,097 0.87 27 135 15.55 4,666 45.18 42,763 18206 0 45.18 42,763 0.98 28 140 9.85 2,954 45.35 45,716 18758 0 45.35 45,716 1.05 29 145 22.40 6,720 45.68 52,437 19784 0 45.68 52,437 1.20 30 150 24.30 7,291 46.05 59,728 20972 0 46.05 59,728 1.37 31 155 27.73 8,319 46.43 68,046 22198 0 46.43 68,046 1.56 32 160 18.98 5,693 46.68 73,739 23015 0 46.68 73,739 1.69 33 165 4.14 1,241 46.73 74,981 23178 0 46.73 74,981 1.72 34 170 3.38 1,013 46.78 75,994 23342 0 46.78 75,994 1.74 35 175 3.38 1,013 46.83 77,007 23505 0 46.83 77,007 1.77 36 180 -0.01 (4) 46.83 77,003 23505 01 46.83 77,003 1.77 Basin Depth Analysis Page 16 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 6 HOUR STORM EVENT TIME UNIT PERIOD (min) FLOW IN (cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) BASIN PERC AREA PERC OUT (cuft) POST PERC BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 1 5 0.00 (0) 42.00 (0) 8867 0 42.00 - 0.00 2 10 0.05 14 42.00 14 8867 0 42.00 14 0.00 3 15 0.05 14 42.00 28 8867 0 42.00 28 0.00 4 20 0.05 14 42.00 42 8867 01 42.00 42 0.00 5 25 0.05 14 42.00 56 8867 0 42.00 56 0.00 6 30 -0.13 (38) 42.00 19 8867 0 42.00 19 0.00 7 35 -0.13 38 42.00 19 8867 0 42.00 - 0.00 8 40 -0.13 (38) 42.00 (38) 8867 0 42.00 - 0.00 9 45 -0.13 (38) 42.00 (38) 8867 0 42.00 - 0.00 10 50 -0.13 (38) 42.00 (38) 8867 0 42.00 - 0.00 11 55 -0.13 (38) 42.00 (38) 8867 0 42.00 - 0.00 12 60 0.35 106 42.00 106 8867 0 42.00 106 0.00 13 65 0.35 106 42.03 212 8937 0 42.03 212 0.00 14 70 0.35 106 42.03 318 8937 0 42.03 318 0.01 15 75 0.35 106 42.05 424 9008 0 42.05 424 0.01 16 80 0.35 106 42.05 530 9008 0 42.05 530 0.01 17 85 0.35 106 42.08 636 9078 0 42.08 636 0.01 18 90 0.35 106 42.08 742 9078 0 42.08 742 0.02 19 95 0.35 106 42.10 847 9149 0 42.10 847 0.02 20 100 0.35 106 42.10 953 9149 0 42.10 953 0.02 21 105 0.35 106 42.13 1,059 9219 01 42.13 1,059 0.02 22 110 0.35 106 42.13 1,165 9219 0 42.13 1,165 0.03 23 115 0.35 106 42.15 1,271 9289 0 42.15 1,271 0.03 24 120 0.83 249 42.18 1,521 9360 0 42.18 1,521 0.03 25 125 0.35 106 42.18 1,627 9360 0 42.18 1,627 0.04 26 130 0.83 249 42.20 1,876 9430 0 42.20 1,876 0.04 27 135 0.83 249 42.23 2,125 9501 0 42.23 2,125 0.05 28 140 0.83 249 42.25 2,375 9571 0 42.25 2,375 0.05 29 145 0.83 249 42.28 2,624 9641 0 42.28 2,624 0.06 30 150 0.83 249 42.30 2,873 9712 0 42.30 2,873 0.07 31 155 0.83 249 42.33 3,123 9782 0 42.33 3,123 0.07 32 160 0.83 249 42.35 3,372 9853 0 42.35 3,372 0.08 33 165 1.31 393 42.40 3,765 9993 0 42.40 3,765 0.09 34 170 1.31 393 42.45 4,158 10134 0 42.45 4,158 0.10 35 175 1.31 393 42.48 4,551 10205 0 42.48 4,551 0.10 36 180 1.31 393 42.53 4,943 10345 0 42.53 4,943 0.11 37 185 1.31 393 42.55 5,336 10416 0 42.55 5,336 0.12 38 190 1.79 536 42.60 5,873 10557 0 42.60 5,873 0.13 39 195 1.79 536 42.65 6,409 10697 0 42.65 6,409 0.15 40 200 1.79 536 42.70 6,945 10838 0 42.70 6,945 0.16 41 205 2.27 680 42.78 7,625 11049 0 42.78 7,625 0.18 42 210 2.74 823 42.85 8,448 11261 0 42.85 8,448 0.19 43 215 3.22 967 42.92 9,415 11472 0 42.92 9,415 0.22 44 220 3.22 967 43.00 10,381 11683 0 43.00 10,381 0.24 45 225 3.70 1,110 43.10 11,491 11976 0 43.10 11,491 0.26 46 230 3.70 1,110 43.20 12,601 12269 0 43.20 12,601 0.29 47 235 4.18 1,253 43.30 13,855 12562 0 43.30 13,855 0.32 48 240 4.18 1,253 43.40 15,108 12855 0 43.40 15,108 0.35 49 245 4.66 1,397 43.50 16,505 13148 0 43.50 16,505 0.38 50 250 5.13 1,540 43.63 18,045 13514 0 43.63 18,045 0.41 51 255 5.61 1,684 43.75 19,729 13880 0 43.75 19,729 0.45 52 260 6.09 1,827 43.88 21,556 14246 0 43.88 21,556 0.49 Basin Depth Analysis Page 17 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 6 HOUR STORM EVENT TIME UNIT PERIOD (min) FLOW IN (cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) BASIN PERC AREA PERC OUT (cuft) POST PERC BASIN DEPTH (ft) BALANCE IN BASIN (cuft) (acre -ft) 53 265 6.57 1,971 44.00 23,527 14612 0 44.00 23,527 0.54 54 270 6.57 1,971 44.15 25,498 15068 0 44.15 25,498 0.59 55 275 7.05 2,114 44.28 27,612 15449 0 44.28 27,612 0.63 56 280 7.53 2,258 44.43 29,870 15905 0 44.43 29,870 0.69 57 285 8.00 2,401 44.58 32,271 16361 0 44.58 32,271 0.74 58 290 8.00 2,401 44.73 34,672 16817 0 44.73 34,672 0.80 59 295 8.48 2,544 44.88 37,216 17274 0 44.88 37,216 0.85 60 300 8.96 2,688 45.03 39,904 17733 0 45.03 39,904 0.92 61 305 11.35 3,405 45.20 43,309 18285 0 45.20 43,309 0.99 62 310 13.74 4,122 45.43 47,431 18995 01 45.43 47,431 1.09 63 315 15.18 4,553 45.68 51,984 19784 0 45.68 51,984 1.19 64 320 16.61 4,983 45.90 56,967 20494 0 45.90 56,967 1.31 65 325 19.00 5,700 46.18 62,667 21381 0 46.18 62,667 1.44 66 330 23.30 6,991 46.50 69,658 22443 0 46.50 69,658 1.60 67 335 5.61 1,684 46.58 71,342 22688 0 46.58 71,342 1.64 68 340 0.83 249 46.60 71,592 22770 0 46.60 71,592 1.64 69 345 0.05 14 46.60 71,606 22770 0 46.60 71,606 1.64 70 350 0.00 (0) 46.60 71,605 22770 0 46.60 71,605 1.64 71 355 -0.10 (29) 46.58 71,576 22688 0 46.58 71,576 1.64 72 360 -0.14 (43) 46.58 71,533 22688 0 46.58 71,533 1.64 Basin Depth Analysis Page 18 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) BASIN PERC AREA PERC OUT cuft POST PERC BASIN DEPTH ft) BALANCE IN BASIN (cuft) (acre -ft 1 15 -0.19 (170) 42.00 (170) 8867 0 42.00 - 0.00 2 30 -0.16 (147) 42.00 (147) 88671 0 42.00 - 0.00 3 45 -0.16 147 42.00 147 8867 0 42.00 - 0.00 4 60 -0.14 124 42.00 124 8867 0 42.00 - 0.00 5 75 -0.16 (147) 42.00 (147) 8867 0 42.00 - 0.00 6 90 -0.16 (147) 42.00 (147) 8867 0 42.00 - 0.00 7 105 -0.16 147 42.00 147 8867 0 42.00 - 0.00 8 120 -0.14 (124) 42.00 (124) 8867 0 42.00 - 0.00 9 135 -0.14 (124) 42.00 (124) 8867 0 42.00 - 0.00 10 150 -0.14 124 42.00 124 8867 0 42.00 - 0.00 11 165 -0.11 (101) 42.00 (101) 8867 0 42.00 - 0.00 12 180 -0.11 (101) 42.00 (101) 8867 0 42.00 - 0.00 13 195 -0.11 (101) 42.00 (101) 8867 0 42.00 - 0.00 14 210 -0.11 101 42.00 101 8867 0 42.00 - 0.00 15 225 -0.11 (101) 42.00 (101) 8867 0 42.00 - 0.00 16 240 -0.09 (78) 42.00 (78) 8867 0 42.00 - 0.00 17 255 -0.09 78 42.00 78 8867 0 42.00 - 0.00 18 270 -0.06 55 42.00 55 8867 0 42.00 - 0.00 19 285 -0.06 (55) 42.00 (55) 8867 0 42.00 - 0.00 20 300 -0.04 33 42.00 33 8867 0 42.00 - 0.00 21 315 -0.09 78 42.00 78 8867 0 42.00 - 0.00 22 330 -0.06 (55) 42.00 (55) 88671 0 42.00 - 0.00 23 345 -0.04 (33) 42.00 (33) 88671 0 42.00 - 0.00 24 360 -0.04 33 42.00 33 88671 0 42.00 - 0.00 25 375 -0.01 (10) 42.00 (10) 8867 0 42.00 - 0.00 26 390 -0.01 (10) 42.00 (10) 8867 0 42.00 - 0.00 27 405 0.01 13 42.00 13 8867 0 42.00 13 0.00 28 420 0.01 13 42.00 27 8867 0 42.00 27 0.00 29 435 0.01 13 42.00 40 8867 0 42.00 40 0.00 30 450 0.04 36 42.00 76 8867 0 42.00 76 0.00 31 465 0.07 59 42.03 135 8937 0 42.03 135 0.00 32 480 0.09 82 42.03 217 8937 0 42.03 217 0.00 33 495 -0.21 (187) 42.00 30 8867 0 42.00 30 0.00 34 510 -0.15 139 42.00 109 8867 0 42.00 - 0.00 35 525 0.15 137 42.03 137 8937 0 42.03 137 0.00 36 540 0.46 413 42.05 550 9008 0 42.05 550 0.01 37 555 1.02 918 42.15 1,468 9289 0 42.15 1,468 0.03 38 570 1.33 1,193 42.28 2,661 9641 0 42.28 2,661 0.06 39 585 1.63 1,468 42.43 4,129 10064 0 42.43 4,129 0.09 40 600 1.94 1,742 42.60 5,871 10557 0 42.60 5,871 0.13 41 615 0.20 182 42.63 6,053 10627 0 42.63 6,053 0.14 42 630 0.25 226 42.65 6,278 10697 0 42.65 6,278 0.14 43 645 1.57 1,416 42.78 7,694 11049 0 42.78 7,694 0.18 44 660 1.62 1,459 42.90 9,153 11401 0 42.90 9,153 0.21 45 675 1.41 1,273 43.03 10,426 11756 0 43.03 10,426 0.24 46 690 1.46 1,315 43.13 11,741 12049 0 43.13 11,741 0.27 47 705 1.00 898 43.20 12,639 12269 0 43.20 12,639 0.29 48 720 1.30 1,169 43.30 13,808 12562 0 43.30 13,808 0.32 49 735 3.13 2,815 43.50 16,623 13148 0 43.50 16,623 0.38 50 750 3.43 3,085 43.75 19,707 13880 0 43.75 19,707 0.45 51 765 3.98 3,583 44.00 23,291 14612 0 44.00 23,291 0.53 52 780 4.28 3,852 44.25 27,143 15373 0 44.25 27,143 0.62 53 1 795 1 5.601 5,038 1 44.58 1 32,180 1 16361 0 44.58 32,180 0.74 Basin Depth Analysis Page 19 of 20 SITE RETENTION BASIN ECI JOB # 20210635 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs) VOLUME IN (cuft) PERC AREA DEPTH (ft) BASIN VOL PRE-PERC (cuft) BASIN PERC AREA PERC OUT cuft POST PERC BASIN DEPTH ft) BALANCE IN BASIN (cuft) (acre -ft 54 810 5.64 5,076 44.88 37,257 17274 0 44.88 37,257 0.86 55 825 2.88 2,592 45.03 39,848 17733 0 45.03 39,848 0.91 56 840 2.92 2,629 45.18 42,478 18206 0 45.18 42,478 0.98 57 855 3.98 3,584 45.35 46,062 18758 0 45.35 46,062 1.06 58 870 3.77 3,391 45.53 49,452 19310 0 45.53 49,452 1.14 59 885 3.81 3,427 45.70 52,879 19863 0 45.70 52,879 1.21 60 900 3.59 3,233 45.88 56,112 20415 0 45.88 56,112 1.29 61 915 3.38 3,039 46.03 59,151 20891 0 46.03 59,151 1.36 62 930 3.16 2,844 46.15 61,995 21299 0 46.15 61,995 1.42 63 945 2.18 1,960 46.25 63,955 21626 0 46.25 63,955 1.47 64 960 2.22 1,994 46.33 65,949 21871 0 46.33 65,949 1.51 65 975 -0.14 (124) 46.33 65,825 218711 0 46.33 65,825 1.51 66 990 -0.14 (124) 46.33 65,700 21871 0 46.33 65,700 1.51 67 1005 -0.16 147 46.33 65,553 21871 0 46.33 65,553 1.50 68 1020 -0.16 (147) 46.30 65,406 21789 0 46.30 65,406 1.50 69 1035 -0.11 (101) 46.30 65,305 21789 0 46.30 65,305 1.50 70 1050 -0.11 101 46.30 65,203 21789 0 46.30 65,203 1.50 71 1065 -0.11 (101) 46.30 65,102 21789 0 46.30 65,102 1.49 72 1080 -0.14 (124) 46.30 64,978 21789 0 46.30 64,978 1.49 73 1095 -0.14 124 46.28 64,853 21708 0 46.28 64,853 1.49 74 1110 -0.14 124 46.28 64,729 21708 0 46.28 64,729 1.49 75 1125 -0.16 (147) 46.28 64,582 21708 0 46.28 64,582 1.48 76 1140 -0.19 (170) 46.28 64,412 21708 0 46.28 64,412 1.48 77 1155 -0.16 147 46.25 64,265 21626 0 46.25 64,265 1.48 78 1170 -0.14 (124) 46.25 64,140 21626 0 46.25 64,140 1.47 79 1185 -0.16 (147) 46.25 63,993 21626 0 46.25 63,993 1.47 80 1200 -0.19 170 46.23 63,823 215441 0 46.23 63,823 1.47 81 1215 -0.16 (147) 46.23 63,676 21544 0 46.23 63,676 1.46 82 1230 -0.16 (147) 46.23 63,529 21544 0 46.23 63,529 1.46 83 1245 -0.16 (147) 46.23 63,381 21544 0 46.23 63,381 1.46 84 1260 -0.19 170 46.20 63,211 21463 0 46.20 63,211 1.45 85 1275 -0.16 (147) 46.20 63,064 21463 0 46.20 63,064 1.45 86 1290 -0.19 (170) 46.20 62,894 21463 0 46.20 62,894 1.44 87 1305 -0.16 147 46.18 62,747 21381 0 46.18 62,747 1.44 88 1320 -0.19 (170) 46.18 62,577 21381 0 46.18 62,577 1.44 89 1335 -0.16 (147) 46.18 62,429 21381 0 46.18 62,429 1.43 90 1350 -0.19 170 46.18 62,259 213811 0 46.18 62,259 1.43 91 1365 -0.19 170 46.15 62,089 212991 0 46.15 62,089 1.43 92 1380 -0.19 (170) 46.15 61,919 212991 0 46.15 61,919 1.42 93 1395 -0.19 (170) 46.15 61,749 21299 0 46.15 61,749 1.42 94 1410 -0.19 170 46.13 61,579 21218 0 46.13 61,579 1.41 95 1425 -0.19 (170) 46.13 61,409 21218 0 46.13 61,409 1.41 96 1 1440 -0.19 (170) 46.13 61,238 21218 0 46.13 61,238 1.41 Basin Depth Analysis Page 20 of 20 Appendix C — Rational Method and Hydraulic Calculations for Street Sections RATIONAL METHOD General - The Rational method is commonly used for determining peak discharge from relatively small drainage areas. For areas in excess of 300 to 500 -acres the Synthetic Unit Hydrograph method should normally be used. Before attempting to apply the information in this section, the engineer should become thoroughly familiar with sections A, B and C of this manual. Rational Equation - The Rational method is based on the following equation: Q = CIA where: Q = Peak discharge - cfs C = Coefficient of runoff I = Rainfall intensity (inches/hour) corresponding to the time of concentration A = Area — acres Time of Concentration - If rain were to fall continuously at a constant rate and be uniformly distributed over an impervious surface, the rate of runoff from that surface would reach a maximum rate equivalent to the rate of rainfall. This maximum would occur when all parts of the surface were contributing runoff to the concentration point. The time required to reach the maximum or equilibrium runoff rate is defined as the time of concentration. The time of concentration is a function of many variables including the length of the flow path from the most remote point of an area to the concentration point, the slope and other characteristics of natural and improved channels in the area, the infiltration characteristics of the soil, and the degree and type of development. In District Rational tabling, the time of concentration for an initial sub -area can be estimated from the nomograph on Plate D-3. The time of concentration for the next downstream subarea is computed by adding to the initial time, the time required for D-1 the computed peak flow to travel to the next concentration point. Time of concentration is computed for each subsequent subarea by computing travel time between subareas and adding the cumulative sum. Travel time may be estimated using the tabling aids on Plates D-6 through M To avoid distortion of travel time large subareas should be avoided. Where extremely large subareas are used, peak flow entering a travel reach may be much lower than the flow leaving that reach. Velocity normally increases with discharge, therefore travel time computed using the average flow over a reach may be significantly lower than travel time computed using inflow to the reach. Since rainfall intensity is inversely proportional to time, flow rates would be consistently underestimated by use of large subareas. Intensity -Duration Curves - Rainfall intensity, "I", is determined using District intensity - duration curves for the area under study. Standard intensity -duration curves have been prepared for many population centers in the District. Intensity -duration data for these standard curves is given in tabular form on Plate D-4.1. The standard curves for these areas may be reproduced by plotting the 10 and 60 -minute values on Plate D-4.2, and drawing a straight line through them. For areas where curves have not been published, Plates D-4.3 through D-4.7 should be used to develop design intensity -duration curves. Plates D-4.3 and D-4.4 are isohyetal maps of the maximum 2 -year 1 -hour and 100 -year 1 - hour precipitation respectively. One-hour point rain for intermediate return periods can be determined from Plate D-4.5. The slope of the intensity duration curve can be obtained from Plate D-4.6. Intensity duration curves for a particular area can be easily developed using Plate D-4.7, plotting the 1 -hour point rain value for the desired return period, and drawing a straight line through the 1 -hour value parallel to the required slope. The isohyetal maps and return period diagram are based on NOAA Atlas 2 discussed in more detail in Section B of this report. The map of intensity -duration curve slope is based on D-2 District analysis of all available recording rain gauge records in and near the District. This material is also discussed in Section B of this manual. Coefficient of Runoff Curves - The coefficient of runoff is intended to account for the many factors which influence peak flow rate. The co -efficient depends on the rainfall intensity, soil type and cover, percentage of impervious area, antecedent moisture condition, etc. To account for the difference between actual and effective impervious area it is assumed the maximum runoff rate which can occur from impervious surfaces is 90 -percent of the rainfall rate. The runoff from pervious surfaces is further reduced by infiltration. Runoff coefficient curves can be developed using the relationship: C = 0.9 A; + I -F,, Ap I where: C = Runoff coefficient I = Rainfall intensity - inches/hour Fp = Infiltration rate for pervious areas - inches/hour Ai = Impervious area (actual) - decimal percent AP = Pervious area (actual) - decimal percent and AP = 1.00 - A; The infiltration rate for pervious areas, "Fp", can be estimated using the methods discussed in Section C of this manual for various combinations of soil type, cover type and antecedent moisture condition (AMC). In practice it is not necessary for the engineer to make these computations, as runoff coefficient curve data has been tabulated by the District on Plate D-5.7 for the working range of runoff index (RI) numbers. Runoff coefficient curves can be developed for any combination of conditions by simply plotting the data from Plate D-5.7 on Plate D-5.8. D-3 In addition, for the common case of urban landscaping type cover, runoff coefficient curves have been plotted on Plates D-5.1 through D-5.4. WO COVER TYPE DESCRIPTIONS N1• i i► ■� 7: Barren - Areas with 15 percent or less of the ground surface covered by plants or litter. It includes rockland, eroded land, and shaped or graded land. Barren land does not include fallow land. Chaparral, Broadleaf - Areas on which the principal vegetation consists of ever- green shrubs with broad, hard, stiff leaves such as manzonita, ceanothus and scrub oak. The brush cover is usually dense or moderately dense. Chaparral, Narrowleaf -- Land on which the principal vegetation consists of dif- fusely branched evergreen shrubs with fine needle-like leaves such as chamise and redshank. The shrubs are usually widely spaced and low in growth. If the narrowleaf chaparral shrubs are dense and high; the land should be included with broadleaf chaparral cover. Grass, Annual - Land on which the principal vegetation consists of annual grass and weeds such as annual bromes, wild barley, soft chess, ryegrass and filaree. Grass, Perennial - Areas on which the principal vegetation consists of perennial grass, either native or introduced, and which grows under normal dryland condi- tions. Examples are Stipa or needle grass, Harding grass and wheat grass. It does not include irrigated and meadow grasses. Meadow -- Land areas with seasonally high water table, often called cienegas. Principal vegetation consists of sod -forming grasses interspersed with other plants. Open Brush - Principal vegetation consists of soft wood shrubs, usually grayish in color. Examples include California buckwheat, California sagebrush, black sage, white sage and purple sage. It also includes vegetation on desert facing slopes where broadleaf chaparral predominate in an open shrub cover. Woodland - Areas on which coniferous or broadleaf trees predominate. The crown or canopy density, the amount of ground surface shaded at high noon, is at least 54 percent. Open areas may have a cover of annual or perennial grasses or of brush. Plant cover under the trees is usually sparse because of leaf or needle litter accumulation. Woodland, Grass - Areas with an open cover of broadleaf or coniferous trees usu- ally live oak and pines, with the intervening ground space occupied by annual grasses or weeds. The trees may occur singly or in small clumps. Canopy den- sity,the amount of ground surface shaded at high noon,is from 20 to 50 percent. Residential or Commercial Landscaping - The pervious portions of commercial establishments, single and multiple family dwellings, trailer parks and schools where the predominant land cover is lawn, shrubbery and trees. RCFC & WCD HYDROLOGY NIA NUAL PLATE C-2 0 of 2) COVER TYPE DESCRIPTIONS COVERS (cont.) - Turf - Golf courses, parks, cemeteries, and similar lands where the predominant cover is irrigated mowed close --grown turf grass. Parks in which trees are dense may be classified as woodland. AGRICULTURAL COVER - Fallow -- Fallow land is land plowed but not yet seeded or tilled. It is more effective than barren land in reducing storm runoff. Legumes, Close Seeded - Alfalfa, sweetclover, timothy, etc. and combinations, either planted in close rows or broadcast. Orchards, Deciduous - Land planted to such deciduous trees as apples, apricots, pears, walnuts and. almonds. The ground cover during the rainy reason alters the hydrologic response to storm rainfall. Ground cover may be annual grass or perennial grass with or without legumes. Occasionally legumes are used alone. Use runoff index numbers which apply to the land use or the kind and condition of cover during storm periods. If orchards are kept bare by disking, or through the use of herbicides, fallow applies. Orchards, Evergreen - Land planted to evergreen trees which include citrus and avocado orchards and coniferous plantings. The effectiveness of this kind of land use is in part determined by the tree, the litter and the ground cover. In these groves the ground cover may be legumes alone or annual or perennial grasses with or without legumes. The ground cover may be entirely litter if the tree canopy is sufficiently dense to produce a substantial quantity of fallen leaves or needles. As with deciduous orchards, management practices affect the runoff potential of evergreen orchards. Pasture, gryland - Equivalent to annual grass. Land on which the principal veg- etation consists of annual grasses and weeds such as annual bromes, wild barley, soft chess, ryegrass and f ilaree. Pasture, Irrigated - Irrigated land planted to perennial grasses and legumes for production of forage and which is cultivated only to establish or renew the stand of plants. Raw Crops -- Lettuce, tomatoes, sugar beets, tulips or any field crop planted in rows far enough apart that most of the soil surface is exposed to rainfall im- pact throughout the growing season. At plowing, planting and harvest times it is equivalent to fallow. Small Grain - Wheat, oats, barley, flax, etc. planted in rows close enough that the soil surface is not exposed except during planting and shortly thereafter. Vineyards - As with orchards, ground cover and land condition must be consider- ed in estimating runoff potential. Use runoff index numbers which apply to the kind and condition of cover. For example either annual grass or fallow may apply. 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U 500 Y CP 400 300 c 0' '> 0 --200 c N E v E 100 0 - so C 0 50 30 E CL CP 0 N CL o c c 20 Q10 a_ 3 8 6 K Ai t— 4 RCFC & WCD HYDROLOGY 1\/]ANUAL Undeveloped Good Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (1/4 Acre) Commercial, (Pav TC 5 —1 6 � v` Q 7 c a� 8— a 0 a� 9 0 10 E 0 U - II a� 12 in 0 14 '~ N 15 16 17 E 18 19 U 20 ~ C 0 0 C 25 C KEY L --H Tc —K —Tc' 0 30 a� EXAMPLE; E (1) L =550, H =5.0, K = Single Family(1/4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. PLATE D-3 Channel Report Hydraflow Express by Intelisolve Monday, Jan 17 2022 20210635 - Troutdale Village - 32' Driveway - Area 'A' User -defined Highlighted Invert Elev (ft) = 0.55 Depth (ft) = 0.50 Slope (%) = 0.50 Q (cfs) = 19.34 N -Value = 0.013 Area (sqft) = 6.94 Velocity (ft/s) = 2.79 Calculations Wetted Perim (ft) = 31.92 Compute by: Known Q Crit Depth, Yc (ft) = 0.51 Known Q (cfs) = 19.34 Top Width (ft) = 31.82 EGL (ft) = 0.62 (Sta, EI, n)-(Sta, EI, n)... (0.00, 1.50)-(0.10, 1.00, 0.013)-(14.00, 0.72, 0.013)-(16.00, 0.55, 0.013)-(18.00, 0.72, 0.013)-(31.90, 1.00, 0.013)-(32.00, 1.50, 0.013) Elev (ft) Section 2.00 1.50 v 1.00 0.50 0.00 -5 0 5 10 15 20 25 30 35 40 Sta (ft) Depth (ft) 1.45 0.45 -0.05 -0.55 Inlet Report Hydraflow Express by Intelisolve Drop Inlet at Draiange Area A Drop Grate Inlet = 19.34 Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 9.00 Grate Width (ft) = 3.00 Grate Length (ft) = 3.00 Gutter = 19.34 Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = -0- Gutter Width (ft) = 4.00 Gutter Slope (%) = -0- Gutter n -value = -0- All dimensions in feel Monday, Jan 17 2022 Calculations Compute by: Known Q Q (cfs) = 19.34 Highlighted Q Total (cfs) = 19.34 Q Capt (cfs) = 19.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.93 Efficiency (%) = 100 Gutter Spread (ft) = 70.07 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Channel Report Hydraflow Express by Intelisolve Monday, Jan 17 2022 20210635 - Troutdale Village - 30" Drainage Pipe -AREA A Circular Highlighted Diameter (ft) = 2.50 Depth (ft) = 1.21 Q (cfs) = 19.34 Area (sqft) = 2.36 Invert Elev (ft) = 42.00 Velocity (ft/s) = 8.20 Slope (%) = 1.00 Wetted Perim (ft) = 3.85 N -Value = 0.013 Crit Depth, Yc (ft) = 1.50 Top Width (ft) = 2.50 Calculations EGL (ft) = 2.26 Compute by: Known Q Known Q (cfs) = 19.34 Elev (ft) 45.00 44.50 44.00 43.50 43.00 42.50 42.00 41.50 Section 0 1 2 3 4 Reach (ft) L 1000 900 800 700 .M• y- k- 400 a F 350 v a F 300 c "- r 250 J L v� J 200 150 K• TC' 100 90 80 70 60 c E 50 CL 0 a� C v 35 CL N 0 30 0 N 25 c E c_ 20 19 18 17 r6 0 15 14 O C:13 12 0 11 w- 0 0 9 E 8 7 6 5 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres a H .. U 500 Y CP 400 300 c 0' '> 0 --200 c N E v E 100 0 - so C 0 50 30 E CL CP 0 N CL o c c 20 Q10 a_ 3 8 6 K Ai t— 4 RCFC & WCD HYDROLOGY 1\/]ANUAL Undeveloped Good Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (1/4 Acre) Commercial, (Pav TC 5 —1 6 � v` Q 7 c a� 8— a 0 a� 9 0 10 E 0 U - II a� 12 in 0 14 '~ N 15 16 17 E 18 19 U 20 ~ C 0 0 C 25 C KEY L --H Tc —K —Tc' 0 30 a� EXAMPLE; E (1) L =550, H =5.0, K = Single Family(1/4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. PLATE D-3 Channel Report Hydraflow Express by Intelisolve Monday, Jan 17 2022 20210635 - Troutdale Village - 32' Driveway - Area 'B' User -defined Highlighted Invert Elev (ft) = 0.55 Depth (ft) = 0.52 Slope (%) = 0.50 Q (cfs) = 23.46 N -Value = 0.013 Area (sqft) = 7.58 Velocity (ft/s) = 3.10 Calculations Wetted Perim (ft) = 31.96 Compute by: Known Q Crit Depth, Yc (ft) = 0.54 Known Q (cfs) = 23.46 Top Width (ft) = 31.83 EGL (ft) = 0.67 (Sta, EI, n)-(Sta, EI, n)... (0.00, 1.50)-(0.10, 1.00, 0.013)-(14.00, 0.72, 0.013)-(16.00, 0.55, 0.013)-(18.00, 0.72, 0.013)-(31.90, 1.00, 0.013)-(32.00, 1.50, 0.013) Elev (ft) Section 2.00 1.50 v 1.00 0.50 0.00 -5 0 5 10 15 20 25 30 35 40 Sta (ft) Depth (ft) 1.45 0.45 -0.05 -0.55 Inlet Report Hydraflow Express by Intelisolve Drop Inlet at Draiange Area B Drop Grate Inlet = 23.46 Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 9.00 Grate Width (ft) = 3.00 Grate Length (ft) = 3.00 Gutter = 23.46 Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = -0- Gutter Width (ft) = 4.00 Gutter Slope (%) = -0- Gutter n -value = -0- All dimensions in feel Monday, Jan 17 2022 Calculations Compute by: Known Q Q (cfs) = 23.46 Highlighted Q Total (cfs) = 23.46 Q Capt (cfs) = 23.46 Q Bypass (cfs) = -0- Depth at Inlet (in) = 9.02 Efficiency (%) = 100 Gutter Spread (ft) = 79.15 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Channel Report Hydraflow Express by Intelisolve Monday, Jan 17 2022 20210635 - Troutdale Village - 30" Drainage Pipe - AREA B Circular Highlighted Diameter (ft) = 2.50 Depth (ft) = 1.36 Q (cfs) = 23.46 Area (sqft) = 2.73 Invert Elev (ft) = 42.00 Velocity (ft/s) = 8.59 Slope (%) = 1.00 Wetted Perim (ft) = 4.15 N -Value = 0.013 Crit Depth, Yc (ft) = 1.65 Top Width (ft) = 2.49 Calculations EGL (ft) = 2.51 Compute by: Known Q Known Q (cfs) = 23.46 Elev (ft) 45.00 44.50 44.00 43.50 43.00 42.50 42.00 41.50 Section 0 1 2 3 4 Reach (ft) Appendix D — Hydrology Map 2015 Whitewater River Region WQMP Troutdale Village Appendix D Educational Materials Drainage System Maintenance SC -44 Description As a consequence of its function, the stormwater conveyance system collects and transports urban runoff and stormwater that may contain certain pollutants. The protocols in this fact sheet are intended to reduce pollutants reaching receiving waters through proper conveyance system operation and maintenance. Approach Pollution Prevention Maintain catch basins, stormwater inlets, and other stormwater conveyance structures on a regular basis to remove pollutants, reduce high pollutant concentrations during the first flush of storms, prevent clogging of the downstream conveyance system, restore catch basins' sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding. Suggested Protocols Catch Basins/Inlet Structures ■ Staff should regularly inspect facilities to ensure compliance with the following: - Immediate repair of any deterioration threatening structural integrity. - Cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard. - Stenciling of catch basins and inlets (see SC34 Waste Handling and Disposal). Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimize Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics CASQA California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 6 Industrial and Commercial www.cabmphandbooks.com SC -44 Drainage System Maintenance ■ Clean catch basins, storm drain inlets, and other conveyance structures before the wet season to remove sediments and debris accumulated during the summer. ■ Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed. ■ Keep accurate logs of the number of catch basins cleaned. ■ Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain. ■ Dewater the wastes if necessary with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed. Do not dewater near a storm drain or stream. Storm Drain Conveyance System ■ Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup. ■ Collect and pump flushed effluent to the sanitary sewer for treatment whenever possible. Pump Stations ■ Clean all storm drain pump stations prior to the wet season to remove silt and trash. ■ Do not allow discharge to reach the storm drain system when cleaning a storm drain pump station or other facility. ■ Conduct routine maintenance at each pump station. ■ Inspect, clean, and repair as necessary all outlet structures prior to the wet season. Open Channel ■ Modify storm channel characteristics to improve channel hydraulics, increase pollutant removals, and enhance channel/creek aesthetic and habitat value. ■ Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural (emphasis added) state of any river, stream, or lake in California, must enter into a Steam or Lake Alteration Agreement with the Department of Fish and Game. The developer -applicant should also contact local governments (city, county, special districts), other state agencies (SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Federal Corps of Engineers and USFWS. Illicit Connections and Discharges ■ Look for evidence of illegal discharges or illicit connections during routine maintenance of conveyance system and drainage structures: - Is there evidence of spills such as paints, discoloring, etc? 2 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Drainage System Maintenance SC -44 - Are there any odors associated with the drainage system? - Record locations of apparent illegal discharges/illicit connections? - Track flows back to potential dischargers and conduct aboveground inspections. This can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection. - Eliminate the discharge once the origin of flow is established. ■ Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as "Dump No Waste Drains to Stream" stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. ■ Refer to fact sheet SC -10 Non-Stormwater Discharges. Illegal Dumping ■ Inspect and clean up hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs. ■ Establish a system for tracking incidents. The system should be designed to identify the following: - Illegal dumping hot spots - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties ■ Post "No Dumping" signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. ■ Refer to fact sheet SC -10 Non-Stormwater Discharges. Training ■ Train crews in proper maintenance activities, including record keeping and disposal. ■ Allow only properly trained individuals to handle hazardous materials/wastes. ■ Have staff involved in detection and removal of illicit connections trained in the following: - OSHA -required Health and Safety Training (29 CFR 1910.120) plus annual refresher training (as needed). January 2003 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.cabmphandbooks.com SC -44 Drainage System Maintenance - OSHA Confined Space Entry training (Cal -OSHA Confined Space, Title 8 and Federal OSHA 29 CFR 1910.146). - Procedural training (field screening, sampling, smoke/dye testing, TV inspection). Spill Response and Prevention ■ Investigate all reports of spills, leaks, and/or illegal dumping promptly. ■ Clean up all spills and leaks using "dry" methods (with absorbent materials and/or rags) or dig up, remove, and properly dispose of contaminated soil. ■ Refer to fact sheet SC -11 Spill Prevention, Control, and Cleanup. Other Considerations (Limitations and Regulations) ■ Clean-up activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/riparian habitat. If storm channels or basins are recognized as wetlands, many activities, including maintenance, may be subject to regulation and permitting. ■ Storm drain flushing is most effective in small diameter pipes (36 -inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a downstream area to collect sediments, liquid/sediment disposal, and prohibition against disposal of flushed effluent to sanitary sewer in some areas. ■ Regulations may include adoption of substantial penalties for illegal dumping and disposal. ■ Local municipal codes may include sections prohibiting discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the storm drain system. Requirements Costs ■ An aggressive catch basin cleaning program could require a significant capital and O&M budget. ■ The elimination of illegal dumping is dependent on the availability, convenience, and cost of alternative means of disposal. The primary cost is for staff time. Cost depends on how aggressively a program is implemented. Other cost considerations for an illegal dumping program include: - Purchase and installation of signs. - Rental of vehicle(s) to haul illegally -disposed items and material to landfills. - Rental of heavy equipment to remove larger items (e.g., car bodies) from channels. - Purchase of landfill space to dispose of illegally -dumped items and material. 4 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Drainage System Maintenance SC -44 ■ Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary. Maintenance ■ Two -person teams may be required to clean catch basins with vactor trucks. ■ Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system. ■ Arrangements must be made for proper disposal of collected wastes. ■ Technical staff are required to detect and investigate illegal dumping violations. Supplemental Information Further Detail of the BMP Storm Drain Flushing Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as an open channel, another point where flushing will be initiated, or the sanitary sewer and the treatment facilities, thus preventing resuspension and overflow of a portion of the solids during storm events. Flushing prevents "plug flow" discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging. Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment. To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters. It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75% for organics and 55-65% for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm sewer flushing. January 2003 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial www.cabmphandbooks.com SC -44 Drainage System Maintenance References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf Ferguson, B.K. 1991. Urban Stream Reclamation, P. 324-322, Journal of Soil and Water Conservation. King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998• Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line: http://www.epa.govZnpdes/menuofbmpslpoll 16.htm 6 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Parking/Storage Area Maintenance SC -43 Description Parking lots and storage areas can contribute a number of substances, such as trash, suspended solids, hydrocarbons, oil and grease, and heavy metals that can enter receiving waters through stormwater runoff or non-stormwater discharges. The protocols in this fact sheet are intended to prevent or reduce the discharge of pollutants from parking/storage areas and include using good housekeeping practices, following appropriate cleaning BMPs, and training employees. Approach The goal of this program is to ensure stormwater pollution prevention practices are considered when conducting activities on or around parking areas and storage areas to reduce potential for pollutant discharge to receiving waters. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention ■ Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook) ■ Keep accurate maintenance logs to evaluate BMP implementation. Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics ftC,A S CIA California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com ;u Description Parking lots and storage areas can contribute a number of substances, such as trash, suspended solids, hydrocarbons, oil and grease, and heavy metals that can enter receiving waters through stormwater runoff or non-stormwater discharges. The protocols in this fact sheet are intended to prevent or reduce the discharge of pollutants from parking/storage areas and include using good housekeeping practices, following appropriate cleaning BMPs, and training employees. Approach The goal of this program is to ensure stormwater pollution prevention practices are considered when conducting activities on or around parking areas and storage areas to reduce potential for pollutant discharge to receiving waters. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention ■ Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook) ■ Keep accurate maintenance logs to evaluate BMP implementation. Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics ftC,A S CIA California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com SC -43 Parking/Storage Area Maintenance Suggested Protocols General ■ Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. ■ Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. ■ Utilize sand filters or oleophilic collectors for oily waste in low quantities. ■ Arrange rooftop drains to prevent drainage directly onto paved surfaces. ■ Design lot to include semi -permeable hardscape. ■ Discharge soapy water remaining in mop or wash buckets to the sanitary sewer through a sink, toilet, clean-out, or wash area with drain. Controlling Litter ■ Post "No Littering" signs and enforce anti -litter laws. ■ Provide an adequate number of litter receptacles. ■ Clean out and cover litter receptacles frequently to prevent spillage. ■ Provide trash receptacles in parking lots to discourage litter. ■ Routinely sweep, shovel, and dispose of litter in the trash. Surface Cleaning ■ Use dry cleaning methods (e.g., sweeping, vacuuming) to prevent the discharge of pollutants into the stormwater conveyance system if possible. ■ Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. ■ Sweep all parking lots at least once before the onset of the wet season. ■ Follow the procedures below if water is used to clean surfaces: - Block the storm drain or contain runoff. - Collect and pump wash water to the sanitary sewer or discharge to a pervious surface. Do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. ■ Follow the procedures below when cleaning heavy oily deposits: Clean oily spots with absorbent materials. Use a screen or filter fabric over inlet, then wash surfaces. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Parking/Storage Area Maintenance SC -43 - Do not allow discharges to the storm drain. - Vacuum/pump discharges to a tank or discharge to sanitary sewer. - Appropriately dispose of spilled materials and absorbents. Surface Repair ■ Preheat, transfer or load hot bituminous material away from storm drain inlets. ■ Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. ■ Cover and seal nearby storm drain inlets where applicable (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. ■ Use only as much water as necessary for dust control, to avoid runoff. ■ Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Inspection ■ Have designated personnel conduct inspections of parking facilities and stormwater conveyance systems associated with parking facilities on a regular basis. ■ Inspect cleaning equipment/sweepers for leaks on a regular basis. Training ■ Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. ■ Train employees and contractors in proper techniques for spill containment and cleanup. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ■ Place a stockpile of spill cleanup materials where it will be readily accessible or at a central location. ■ Clean up fluid spills immediately with absorbent rags or material. ■ Dispose of spilled material and absorbents properly. Other Considerations Limitations related to sweeping activities at large parking facilities may include high equipment costs, the need for sweeper operator training, and the inability of current sweeper technology to remove oil and grease. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC -43 Parking/Storage Area Maintenance Requirements Costs Cleaning/sweeping costs can be quite large. Construction and maintenance of stormwater structural controls can be quite expensive as well. Maintenance ■ Sweep parking lot regularly to minimize cleaning with water. ■ Clean out oil/water/sand separators regularly, especially after heavy storms. ■ Clean parking facilities regularly to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. Supplemental Information Further Detail of the BMP Surface Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Only use only as much water as is necessary for dust control to avoid runoff. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http:/Zwww.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998• Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.or The Storm Water Managers Resource Center http://www.stormwatercenter.net/ 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Building & Grounds Maintenance SC -41 Description Stormwater runoff from building and grounds maintenance activities can be contaminated with toxic hydrocarbons in solvents, fertilizers and pesticides, suspended solids, heavy metals, abnormal pH, and oils and greases. Utilizing the protocols in this fact sheet will prevent or reduce the discharge of pollutants to stormwater from building and grounds maintenance activities by washing and cleaning up with as little water as possible, following good landscape management practices, preventing and cleaning up spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention ■ Switch to non-toxic chemicals for maintenance when possible. ■ Choose cleaning agents that can be recycled. ■ Encourage proper lawn management and landscaping, including use of native vegetation. Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics VASCIA ornia ormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbooks.com SC -41 Building & Grounds Maintenance ■ Encourage use of Integrated Pest Management techniques for pest control. ■ Encourage proper onsite recycling of yard trimmings. ■ Recycle residual paints, solvents, lumber, and other material as much as possible. Suggested Protocols Pressure Washing of Buildings, Rooftops, and Other Large Objects ■ In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a water collection device that enables collection of wash water and associated solids. A sump pump, wet vacuum or similarly effective device must be used to collect the runoff and loose materials. The collected runoff and solids must be disposed of properly. ■ If soaps or detergents are not used, and the surrounding area is paved, wash runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in the catch basin to trap the particles in wash water runoff. ■ If you are pressure washing on a grassed area (with or without soap), runoff must be dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Landscaping Activities ■ Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage, or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures on exposed soils. Building Repair, Remodeling, and Construction ■ Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a storm drain. ■ Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of collected material daily. ■ Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. ■ Clean paintbrushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non -water-based paints, finishes, or other materials must be cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for recycling or proper disposal. ■ Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. This is particularly necessary on rainy days. The containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff and solids must be collected and disposed of before removing the containment device(s) at the end of the work day. 2 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Building & Grounds Maintenance SC -41 ■ If you need to de -water an excavation site, you may need to filter the water before discharging to a catch basin or off-site. If directed off-site, you should direct the water through hay bales and filter fabric or use other sediment filters or traps. ■ Store toxic material under cover during precipitation events and when not in use. A cover would include tarps or other temporary cover material. Mowing, Trimming, and Planting ■ Dispose of leaves, sticks, or other collected vegetation as garbage, by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. ■ Use mulch or other erosion control measures when soils are exposed. ■ Place temporarily stockpiled material away from watercourses and drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system. ■ Consider an alternative approach when bailing out muddy water: do not put it in the storm drain; pour over landscaped areas. ■ Use hand weeding where practical. Fertilizer and Pesticide Management ■ Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. ■ Use less toxic pesticides that will do the job when applicable. Avoid use of copper -based pesticides if possible. ■ Do not use pesticides if rain is expected. ■ Do not mix or prepare pesticides for application near storm drains. ■ Use the minimum amount needed for the job. ■ Calibrate fertilizer distributors to avoid excessive application. ■ Employ techniques to minimize off -target application (e.g., spray drift) of pesticides, including consideration of alternative application techniques. ■ Apply pesticides only when wind speeds are low. ■ Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. ■ Irrigate slowly to prevent runoff and then only as much as is needed. ■ Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. ■ Dispose of empty pesticide containers according to the instructions on the container label. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC -41 Building & Grounds Maintenance ■ Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste. ■ Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides. Inspection ■ Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering and repair leaks in the irrigation system as soon as they are observed. Training ■ Educate and train employees on pesticide use and in pesticide application techniques to prevent pollution. ■ Train employees and contractors in proper techniques for spill containment and cleanup. ■ Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ■ Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers (if desired) near the storage area where it will be readily accessible. ■ Have employees trained in spill containment and cleanup present during the loading/unloading of dangerous wastes, liquid chemicals, or other materials. ■ Familiarize employees with the Spill Prevention Control and Countermeasure Plan. ■ Clean up spills immediately. Other Considerations Alternative pest/weed controls may not be available, suitable, or effective in many cases. Requirements Costs ■ Cost will vary depending on the type and size of facility. ■ Overall costs should be low in comparison to other BMPs. Maintenance Sweep paved areas regularly to collect loose particles. Wipe up spills with rags and other absorbent material immediately, do not hose down the area to a storm drain. 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Building & Grounds Maintenance SC -41 Supplemental Information Further Detail of the BMP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water, though in some areas it may be non -potable reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping, but it is subject to rusting and results in lower quality water. Initially, the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly- phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time (typically a year) and between flushes may accumulate iron, manganese, lead, copper, nickel, and zinc. The water generally becomes anoxic and contains living and dead bacteria and breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/npslindex,html Clark County Storm Water Pollution Control Manual http: //www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/sncm.htm Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http: //www.stormwatercenter.net/ January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com Safer Alternative Products SC -35 Description Objectives Promote the use of less harmful products and products that ■ Educate contain little or no TMDL pollutants. Alternatives exist for most ■ Reduce/Minimize product classes including chemical fertilizers, pesticides, ■ Product Substitution cleaning solutions, janitorial chemicals, automotive and paint products, and consumables (batteries, fluorescent lamps). Approach Pattern a new program after the many established programs around the state and country. Integrate this best management practice as much as possible with existing programs at your facility. Develop a comprehensive program based on: ■ The "Precautionary Principle," which is an alternative to the "Risk Assessment" model that says it's acceptable to use a potentially harmful product until physical evidence of its Targeted Constituents harmful effects are established and deemed too costly from an environmental or public health perspective. For instance, Sediment a risk assessment approach might say it's acceptable to use a Nutrients pesticide until there is direct proof of an environmental Trash impact. The Precautionary Principle approach is used to Metals evaluate whether a given product is safe, whether it is really Bacteria necessary, and whether alternative products would perform Oil and Grease just as well. Organics ■ Environmentally Preferable Purchasing Program to minimize the purchase of products containing hazardous ingredients used in the facility's custodial services, fleet maintenance, and facility maintenance in favor of using alternate products that pose less risk to employees and to the environment. ■ Integrated Pest Management (IPM) or Less -Toxic Pesticide Program, which uses a pest management approach that minimizes the use of toxic chemicals and gets rid of pests by methods that pose a lower risk to employees, the public, and the environment. ■ Energy Efficiency Program including no -cost and low-cost energy conservation and efficiency actions that can reduce both energy consumption and electricity bills, along with long-term energy efficiency investments. Consider the following mechanisms for developing and implementing a comprehensive program: ■ Policies VASOA California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbooks.com SC -35 Safer Alternative Products ■ Procedures - Standard operating procedures (SOPs) - Purchasing guidelines and procedures - Bid packages (services and supplies) ■ Materials - Preferred or approved product and supplier lists - Product and supplier evaluation criteria - Training sessions and manuals - Fact sheets for employees Implement this BMP in conjunction with the Vehicle and Equipment Management fact sheets (SC20 — SC22) and SC41, Building and Grounds Maintenance. Training ■ Employees who handle potentially harmful materials in the use of safer alternatives. ■ Purchasing departments should be encouraged to procure less hazardous materials and products that contain little or no harmful substances or TMDL pollutants. Regulations This BMP has no regulatory requirements. Existing regulations already encourage facilities to reduce the use of hazardous materials through incentives such as reduced: ■ Specialized equipment storage and handling requirements, ■ Storm water runoff sampling requirements, ■ Training and licensing requirements, and ■ Record keeping and reporting requirements. Equipment ■ There are no major equipment requirements to this BMP. Limitations ■ Alternative products may not be available, suitable, or effective in every case. Requirements Cost Considerations ■ The primary cost is for staff time to: 1) develop new policies and procedures and 2) educate purchasing departments and employees who handle potentially harmful materials about the availability, procurement, and use of safer alternatives. 2 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Safer Alternative Products SC -35 ■ Some alternative products may be slightly more expensive than conventional products. Supplemental Information Employees and contractors / service providers can both be educated about safer alternatives by using information developed by a number of organizations including the references and resources listed below. The following discussion provides some general information on safer alternatives. More specific information on particular hazardous materials and the available alternatives may be found in the references and resources listed below. ■ Automotive products — Less toxic alternatives are not available for many automotive products, especially engine fluids. But there are alternatives to grease lubricants, car polishes, degreasers, and windshield washer solution. Rerefined motor oil is also available. ■ Vehicle/Trailer lubrication — Fifth wheel bearings on trucks require routine lubrication. Adhesive lubricants are available to replace typical chassis grease. ■ Cleaners — Vegetables -based or citrus -based soaps are available to replace petroleum-based soaps/detergents. ■ Paint products — Water-based paints, wood preservatives, stains, and finishes are available. ■ Pesticides — Specific alternative products or methods exist to control most insects, fungi, and weeds. ■ Chemical Fertilizers — Compost and soil amendments are natural alternatives. ■ Consumables — Manufacturers have either reduced or are in the process of reducing the amount of heavy metals in consumables such as batteries and fluorescent lamps. All fluorescent lamps contain mercury, however low -mercury containing lamps are now available from most hardware and lighting stores. Fluorescent lamps are also more energy efficient than the average incandescent lamp. ■ Janitorial chemicals — Even biodegradable soap can harm fish and wildlife before it biodegrades. Biodegradable does not mean non-toxic. Safer products and procedures are available for floor stripping and cleaning, as well as carpet, glass, metal, and restroom cleaning and disinfecting. Examples There are a number of business and trade associations, and communities with effective programs. Some of the more prominent are listed below in the references and resources section. References and Resources Note: Many of these references provide alternative products for materials that typically are used inside and disposed to the sanitary sewer as well as alternatives to products that usually end up in the storm drain. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC -35 Safer Alternative Products General Sustainable Practices and Pollution Prevention Including Pollutant - Specific Information California Department of Toxic Substances Control (www.dtsc.ca.gov) California Integrated Waste Management Board (www.ciwmb.ca.gov) City of Santa Monica (www.santa-monica.org/environment) City of Palo Alto (www.city.palo-alto.ca.us/cleanbay) City and County of San Francisco, Department of the Environment (www.ci.sf.ca.us/sfenvironment) Earth 911(www.earthgii.org/master.asp) Environmental Finance Center Region IX (www.greenstart.org/efeg) Flex Your Power (www.flexyourpower.ca.gov) GreenBiz.com (www.greenbiz.com) Green Business Program (www.abag.org/bayarea/enviro/gbus/gb.html) Pacific Industrial and Business Association (www.piba.org) Sacramento Clean Water Business Partners (www.saestormwater.org) USEPA BMP fact sheet — Alternative products (http://cfpub.epa.gov/npdes/stormwater/menuofbMPS/POII-2.CfM) USEPA Region IX Pollution Prevention Program (www.epa.gov/region09/p2) Western Regional Pollution Prevention Network (www.weStp2net.org) Metals (mercury, copper) National Electrical Manufacturers Association - Environment, Health and Safety (www.nema.org) Sustainable Conservation (www.suscon.org) Auto Recycling Project Brake Pad Partnership Pesticides and Chemical Fertilizers Bio -Integral Resource Center (www.birc.org) California Department of Pesticide Regulation (www.cdpr.ca.gov) University of California Statewide IPM Program (www.ipm.ucdavis.edu/default.html) 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Safer Alternative Products SC -35 Dioxins Bay Area Dioxins Project (http://dioxin.abag.ca.gov/) January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal Description ;it Photo Credit: Geoff Brosseau Improper storage and handling of solid wastes can allow toxic compounds, oils and greases, heavy metals, nutrients, suspended solids, and other pollutants to enter stormwater runoff. The discharge of pollutants to stormwater from waste handling and disposal can be prevented and reduced by tracking waste generation, storage, and disposal; reducing waste generation and disposal through source reduction, reuse, and recycling; and preventing run-on and runoff. Approach Pollution Prevention ■ Accomplish reduction in the amount of waste generated using the following source controls: - Production planning and sequencing - Process or equipment modification - Raw material substitution or elimination - Loss prevention and housekeeping - Waste segregation and separation - Close loop recycling ■ Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination, thus reducing the amount of waste produced. ■ Recycle materials whenever possible. SC -34 Objectives ■ Cover ■ Contain ■ Educate ■ Reduce/Minimize ■ Product Substitution Targeted Constituents Sediment Nutrients Trash Metals If Bacteria If Oil and Grease If Organics If FASQA California Stormwater 4% Quality Association January 2003 California Stormwater BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbooks.com SC -34 Waste Handling & Disposal Suggested Protocols General ■ Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater run-on and runoff with a berm. The waste containers or piles must be covered except when in use. ■ Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage. ■ Check storage containers weekly for leaks and to ensure that lids are on tightly. Replace any that are leaking, corroded, or otherwise deteriorating. ■ Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a storm drain. ■ Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. ■ Transfer waste from damaged containers into safe containers. ■ Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss. Controlling Litter ■ Post "No Littering" signs and enforce anti -litter laws. ■ Provide a sufficient number of litter receptacles for the facility. ■ Clean out and cover litter receptacles frequently to prevent spillage. Waste Collection ■ Keep waste collection areas clean. ■ Inspect solid waste containers for structural damage regularly. Repair or replace damaged containers as necessary. ■ Secure solid waste containers; containers must be closed tightly when not in use. ■ Do not fill waste containers with washout water or any other liquid. ■ Ensure that only appropriate solid wastes are added to the solid waste container. Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be disposed of in solid waste containers (see chemical/ hazardous waste collection section below). 2 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC -34 ■ Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Good Housekeeping ■ Use all of the product before disposing of the container. ■ Keep the waste management area clean at all times by sweeping and cleaning up spills immediately. ■ Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Chemical/Hazardous Wastes ■ Select designated hazardous waste collection areas on-site. ■ Store hazardous materials and wastes in covered containers and protect them from vandalism. ■ Place hazardous waste containers in secondary containment. ■ Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. ■ Stencil or demarcate storm drains on the facility's property with prohibitive message regarding waste disposal. Run-on/Runoff Prevention ■ Prevent stormwater run-on from entering the waste management area by enclosing the area or building a berm around the area. ■ Prevent waste materials from directly contacting rain. ■ Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropyleneor hypalon. ■ Cover the area with a permanent roof if feasible. ■ Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster. ■ Move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed. Inspection ■ Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills. ■ Check waste management areas for leaking containers or spills. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC -34 Waste Handling & Disposal ■ Repair leaking equipment including valves, lines, seals, or pumps promptly. Training ■ Train staff in pollution prevention measures and proper disposal methods. ■ Train employees and contractors in proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. ■ Train employees and subcontractors in proper hazardous waste management. Spill Response and Prevention ■ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ■ Have an emergency plan, equipment and trained personnel ready at all times to deal immediately with major spills ■ Collect all spilled liquids and properly dispose of them. ■ Store and maintain appropriate spill cleanup materials in a location known to all near the designated wash area. ■ Ensure that vehicles transporting waste have spill prevention equipment that can prevent spills during transport. Spill prevention equipment includes: - Vehicles equipped with baffles for liquid waste - Trucks with sealed gates and spill guards for solid waste Other Considerations (Limitations and Regulations) Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous waste hauler. Requirements Costs Capital and O&M costs for these programs will vary substantially depending on the size of the facility and the types of waste handled. Costs should be low if there is an inventory program in place. Maintenance ■ None except for maintaining equipment for material tracking program. Supplemental Information Further Detail of the BMP Land Treatment System Minimize runoff of polluted stormwater from land application by: ■ Choosing a site where slopes are under 6%, the soil is permeable, there is a low water table, it is located away from wetlands or marshes, and there is a closed drainage system 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC -34 ■ Avoiding application of waste to the site when it is raining or when the ground is saturated with water ■ Growing vegetation on land disposal areas to stabilize soils and reduce the volume of surface water runoff from the site ■ Maintaining adequate barriers between the land application site and the receiving waters (planted strips are particularly good) ■ Using erosion control techniques such as mulching and matting, filter fences, straw bales, diversion terracing, and sediment basins ■ Performing routine maintenance to ensure the erosion control or site stabilization measures are working Examples The port of Long Beach has a state-of-the-art database for identifying potential pollutant sources, documenting facility management practices, and tracking pollutants. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/npslindex,html Clark County Storm Water Pollution Control Manual http: //www.co.clark.wa.us/pubworks/bmpman.pdf Solid Waste Container Best Management Practices — Fact Sheet On -Line Resources — Environmental Health and Safety. Harvard University. 2002. King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dsslspcm.htm Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com IC10.OUTDOOR LOADING/UNLOADING OF MATERIALS Best Management Practices (BMPs) A BMP is a technique, measure or structural control that is used for a given set of conditions to improve the quality of the stormwater runoff in a cost effective manner'. The minimum required BMPs for this activity are outlined in the box to the right. Implementation of pollution prevention/good housekeeping measures may reduce or eliminate the need to implement other more costly or complicated procedures. Proper employee training is key to the success of BMP implementation. The BMPs outlined in this fact sheet target the following pollutants: Targeted Constituents Sediment x Nutrients x Floatable Materials Metals x Bacteria Oil & Grease x & Toxicants x —Organics Pesticides x —Oxygen Demanding MINIMUM BEST MANAGEMENT PRACTICES Pollution Prevention/Good Housekeeping • Park vehicles and conduct load inglunloading only in designated loading/unloading areas so that spills or leaks can be contained. • Clean loading/unloading areas regularly to remove potential sources of pollutants. • Reduce exposure of materials to rain. • Use drip pans underneath hose and pipe connections and other leak -prone spots during liquid transfer operations, and when making and breaking connections. • Inspect equipment regularly. • If possible, conduct loading and unloading in dry weather. Stencil storm drains Training • Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. • Provide on-going employee training in pollution prevention. Provided below are specific procedures associated with each of the minimum BMPs along with procedures for additional BMPs that should be considered if this activity takes place at a facility located near a sensitive waterbody. In order to meet the requirements for medium and high priority facilities, the owners/operators must select, install and maintain appropriate BMPs on site. Since the selection of the appropriate BMPs is a site-specific process, the types and numbers of additional BMPs will vary for each facility. 1. Properly design loading/unloading areas to prevent storm water runon, runoff of spills, etc. • Grade and/or berm the area to prevent runon. • Position roof downspouts to direct stormwater away from the area. • Grade and/or berm the loading/unloading area to a drain that is connected to a dead-end. • The area where truck transfers take place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. • Avoid placing loading/unloading areas near storm drains. 2. Park vehicles and conduct loading/unloading only in designated loading/unloading areas so that spills or leaks can be contained. 3. Clean loading/unloading areas regularly to remove potential sources of pollutants. This includes outside areas that are regularly covered by containers or other materials. 4. Reduce exposure of materials to rain. • Cover the loading/unloading areas. • If a cover is unfeasible, use overhangs, or seals or door skirts to enclose areas. 5. Use drip pans underneath hose and pipe connections and other leak -prone spots during liquid transfer operations, and when making and breaking connections. EPA " Preliminary Data Summary of Urban Stormwater Best Management Practices" IC 10 Outdoor Loading/Unloading of Materials 6. Inspect equipment regularly • Designate a responsible party to check under delivery vehicles for leaking fluids, spilled materials, debris, or other foreign materials. • Check loading/unloading equipment regularly for leaks. If possible, conduct loading and unloading in dry weather. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Train employees on the proper techniques used during liquid transfers to avoid leaks and spills. 4. Train forklift operators on the proper loading and unloading procedures. 5. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 6. Use a training log or similar method to document training. Stencil storm drains Storm drain system signs act as highly visible source controls that are typically stenciled directly adjacent to storm drain inlets. Stencils should read "No Dumping Drains to Ocean". References California Storm Water Best Management Practice Handbook. Industrial and Commercial. 2003. www.cabmphandbooks.com California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program: A How -To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward -Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. For additional information contact: City of Lake Forest Public Works Department 25550 Commercentre Drive, Suite 100 Lake Forest, CA 92630 (949) 461-3480 http://www.lakeforestca.gov IC 10 Outdoor Loading/Unloading of Materials 2015 Whitewater River Region WQMP Troutdale Village Appendix E Soils Report Geotechnical Report — 2022 Update Proposed Troutdale Village NEC Washington Street and Avenue 50 La Quinta, California Prepared for: Troutdale Village, LLC 1800 Blankenship Road, Suite 325 West Linn, OR 97068 Geo -Engineers and Geologists ILL Prepared by: a' -w LandMark Consultants, Inc. 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0665 January 2022 I lGI►�iluFi January 24, 2022 Mr. Jeff Parker Troutdale Village, LLC 1800 Blankenship Road, Suite 325 West Linn, OR 97068 Dear Mr. Parker: a MBE Company Geotechnical Report — 2022 Update Troutdale Village - APN 646-070-016 La Quinta, California LCI Report No.: LP22017 780 N. 4th Street EI Centro, CA 92243 (760) 370-3000 landmark@landmark-ca.com 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0665 gchandra@landmark-ca.com As requested, LandMark Consultants, Inc., (LCI) is providing an update report to the referenced geotechnical investigation report for the proposed apartment complex located on the northeast corner of Washington Street and Avenue 50 in the city of La Quinta, California. Landmark had previously conducted a geotechnical investigation at the project in March 2005 (LCI Project No. LP05043, dated April 11, 2005). Our site visit on January 21, 2022 found that the site conditions were similar as those reported in the referenced report during the initial site investigation conducted in March 2005. Based on our present field observations and the current project intentions for new apartment complex, it is our opinion that the findings, recommendations and conclusions in the referenced geotechnical investigation report are still applicable, except for the seismic design parameters and recommendations below: Faulting The project site is located in the seismically active Coachella Valley of southern California with numerous mapped faults of the San Andreas Fault System traversing the region. We have performed a computer-aided search of known faults or seismic zones that lie within a 45 -mile (72 kilometer) radius of the project site (Table 1). A fault map illustrating known active faults relative to the site is presented on Figure 1, Regional Fault Map. Figure 2 shows the project site in relation Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 to local faults. The criterion for fault classification adopted by the California Geological Survey defines Earthquake Fault Zones along active or potentially active faults. An active fault is one that has ruptured during Holocene time (roughly within the last 11,000 years). A fault that has ruptured during the last 1.8 million years (Quaternary time), but has not been proven by direct evidence to have not moved within Holocene time is considered to be potentially active. A fault that has not moved during Quaternary time is considered to be inactive. Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas fault (San Bernardino - Coachella) located approximately 7 miles northeast of the project site. General Ground Motion Analysis The project site is considered likely to be subjected to moderate to strong ground motion from earthquakes in the region. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Acceleration magnitudes also are dependent upon attenuation by rock and soil deposits, direction of rupture and type of fault; therefore, ground motions may vary considerably in the same general area. 2019 CBC General Ground Motion Parameters: The California Building Code (CBC) requires that a site-specific ground motion hazard analysis be performed in accordance with ASCE 7-16 Section 11.4.8 for structures on Site Class D and E sites with Sl greater than or equal to 0.2 and Site Class E sites with S, greater than or equal to 1.0. This project site has been classified as Site Class D and has a Si value of 0. 6, which would require a site-specific ground motion hazard analysis. However, ASCE 7-16 Section 11.4.8 provides three exceptions which permit the use of conservative values of design parameters for certain conditions for Site Class D and E sites in lieu of a site-specific hazard analysis. The exceptions are: • Exception 1: Structures on Site Class E sites with S, greater than or equal to 1.0, provided the site coefficient F,, is taken as equal to that of Site Class C. • Exception 2: Structures on Site Class D sites with Si greater than or equal to 0.2, provided Landmark Consultants, Inc. Page 2 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 the value of the seismic response coefficient CS is determined by Equations 12.8-2 for values of T < 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Equation 12.8-3 for TL > T > 1.5 Ts or Equation 12.8-4 for T> TL. • Exception 3: Structures on Site Class E sites with Si greater than or equal to 0.2, provided that T is less than or equal to Ts and the equivalent static force procedure is used for design. Based on our understanding of the proposed development, the seismic design parameters presented in Table 2 were calculated assuming that one of the exceptions listed above applies to the proposed structures at this site. However, the structural engineer should verify that one of the exceptions is applicable to the proposed structures. If none of the exceptions apply, our office should be consulted to perform a site-specific ground motion hazard analysis. The 2019 CBC general ground motion parameters are based on the Risk -Targeted Maximum Considered Earthquake (MCER). The Structural Engineers Association of California (SEAOC) and Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps Web Application (SEAOC, 2020) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding NICER ground motions. The Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration adjusted for soil site class effects (PGAM) value to be used for liquefaction and seismic settlement analysis in accordance with 2019 CBC Section 1803A.5.12 (PGAM = FPGA*PGA) is estimated at 0.69g for the project site. Design earthquake ground motion parameters are provided in Table 2. Site Preparation Pre -grade Meeting Prior to site preparation, a meeting should be held at the site with as a minimum, the owner's representative, grading contractor and geotechnical engineer in attendance. Clearing and Grubbing_ Any surface improvements, debris or vegetation including grass, trees, and weeds on the site at the time of construction should be removed from the construction area. Root balls should be completely excavated. Organic stripping should be hauled from the site and not used as fill. Landmark Consultants, Inc. Page 3 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions such as old foundations, un -controlled fills and utility lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish -shaped to the lowest depth of disturbance and backfilled under the observation of the geotechnical engineer's representative. Building Pad Preparation: The existing surface soil within the proposed building pad areas should be removed to 5 feet below the original grade or 2 feet below the lowest foundation grade (whichever deeper), extending at least five feet beyond all exterior wall/column lines (including adjacent concrete areas). The exposed sub -grade shall be saturated to a minimum depth of 4 feet and compacted with a vibratory steel drum roller to achieve a minimum compaction of 95% of the maximum dry density. Moisture penetration and compaction should be verified prior to construction of the engineered fill pad. After achieving the recommended compaction, the engineered building pad may be constructed by placing the removed soils in uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D 1557 maximum density. Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have footings extended to a minimum of 24 inches below grade. The existing soil beneath the structure foundation prepared in the manner described for the building pad except the preparation needs only to extend 18 inches below and beyond the footing. Street Subgrade Preparation: The native soils in street areas should be removed and recompacted to a depth of 24 inches below the design subgrade elevation. Engineered fill in street areas should be uniformly moisture conditioned to at least 2% over optimum moisture, placed in layers not more than 6 to 8 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density. Sidewalk and Concrete Hardscape Areas: In areas other than the building pad which are to receive concrete slabs, the ground surface should be over -excavated to a depth of 24 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D1557 maximum density. Landmark Consultants, Inc. Page 4 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 Fill Slope Bench/Key Preparation: Bench/Key should be provided at the bottom of fill slope. The existing surface soil within the width of the Key (at least one (1) equipment width) areas should be removed to 24 inches below the existing grade. The exposed subgrade should be scarified to a depth of 6 to 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D 1557 maximum density. The on-site soils are suitable for use as compacted fill and utility trench backfill. Imported fill soil (if required) should be similar to onsite soil or non -expansive, granular soil meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 6 inches and no less than 5% passing the No. 200 sieve. The geotechnical engineer should approve imported fill soil sources before hauling material to the site. Native and imported materials should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D 1557 maximum density. Moisture Control and Drainage: The moisture condition of the house pad should be maintained during trenching and utility installation until concrete is placed or should be rewetted before initiating delayed construction. If soil drying is noted, a 2 to 3 inches depth of water may be used in the bottom of footings to restore footing subgrade moisture and reduce potential edge lift. Adequate site drainage is essential to future performance of the project. Infiltration of excess irrigation water and stormwaters can adversely affect the performance of the subsurface soil at the site. Positive drainage should be maintained away from all structures (5% for 5 feet minimum across unpaved areas) to prevent ponding and subsequent saturation of the native soil. Gutters and downspouts may be considered as a means to convey water away from foundations. If landscape irrigation is allowed next to the building, drip irrigation systems or lined planter boxes should be used. The subgrade soil should be maintained in a moist, but not saturated state, and not allowed to dry out. Drainage should be maintained without ponding. Soil Bearing Values and Lateral Loads The subsurface soils consist of interbedded sandy silt and silty sand to maximum penetrated. An allowable soil bearing pressure of 2,000 psf could be used. Passive resistance of lateral earth pressure may be calculated using an equivalent fluid pressure of 250 pcf to resist lateral loadings. The top one foot of embedment should not be considered in computing passive resistance unless Landmark Consultants, Inc. Page 5 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.35 may also be used at the base of the footings to resist lateral loading. Static earth pressure equivalent to that exerted by a fluid weighing 35 pcf for unrestrained (active) conditions and 50 pcf for restrained (at -rest) conditions. Foundation All exterior and interior foundations should be embedded a minimum of 18 inches deep. Continuous wall footings should have a minimum width of 12 inches. Spread footings should have a minimum width of 24 inches and should not be structurally isolated. Recommended concrete reinforcement and sizing for all footings should be provided by the structural engineer. Slabs -on -Grade Concrete slabs and flatwork should be a minimum of 5 inches thick. The concrete floor slabs may either be monolithically placed with the foundation or dowelled after footing placement. The concrete slabs may be placed on granular subgrade that has been compacted at least 90% relative compaction (ASTM D1557). Slab thickness and steel reinforcement should be determined by the design engineer. American Concrete Institute (ACI) guidelines (ACI 302.1R-04 Chapter 3, Section 3.2.3) provide recommendations regarding the use of moisture barriers beneath concrete slabs. The concrete floor slabs should be underlain by a 10 -mil polyethylene vapor retarder that works as a capillary break to reduce moisture migration into the slab section. All laps and seams should be overlapped 6 - inches or as recommended by the manufacturer. The vapor retarder should be protected from puncture. The joints and penetrations should be sealed with the manufacturer's recommended adhesive, pressure -sensitive tape, or both. The vapor retarder should extend a minimum of 12 inches into the footing excavations. The vapor retarder may lie directly on the granular fill with 2 inches of clean sand cover. Placing sand over the vapor retarder may increase moisture transmission through the slab, because it provides a reservoir for bleed water from the concrete to collect. The sand placed over the vapor retarder may also move and mound prior to concrete placement, resulting in an irregular slab thickness. For areas with moisture sensitive flooring materials, ACI recommends that concrete Landmark Consultants, Inc. Page 6 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 slabs be placed without a sand cover directly over the vapor retarder, provided that the concrete mix uses a low-water cement ratio and concrete curing methods are employed to compensate for release of bleed water through the top of the slab. The vapor retarder should have a minimum thickness of 15 -mil (Stego-Wrap or equivalent). All independent concrete flatwork should be underlain by 12 inches of moisture conditioned and compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. Closure We have prepared this report for your exclusive use in accordance with the generally accepted geotechnical engineering practice as it existed within the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not reviewed for conformance with other clients, governmental or consultant requirements. We have prepared this report for your exclusive use in accordance with the generally accepted geotechnical engineering practice as it existed within the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not reviewed for conformance with other clients, governmental or consultant requirements. We recommend that Landmark Consultants, Inc. be retained to provide the tests and observations services during construction. The geotechnical engineering firm providing such tests and observations shall become the geotechnical engineer of record and assume responsibility for the project. Landmark Consultants, Inc. recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill placement, and foundation construction. Accordingly, the findings and professional opinions in this report are made contingent upon the opportunity for Landmark Consultants, Inc. to observe grading operations and foundation excavations for the proposed construction. If parties other than Landmark Consultants, Inc. are engaged to provide observation and testing services during construction, such parties must be notified that they will be required to assume Landmark Consultants, Inc. Page 7 Troutdale Village (APN 646-070-016) — La Quinta, CA LCI Report No. LP22017 complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations. Additional information concerning the scope and cost of these services can be obtained from our office. We appreciate the opportunity to be of service. Should you have any questions, please call our office at (760)360-0665. Sincerely Yours, LandMark Consultants, Inc. Greg M. Chandra, P.E., M.ASCE Principal Engineer Attachments: Appendix 1: Q�pF ESSIp cy,�� 0 L.0 No, C 34432 �T CIVIL 9�OF CAl-�F% Referenced Geotechnical Report for La Paloma Skilled Nursing Facility No.: 28164; prepared by LandMark Consultants, Inc., LCI Project No. LP05043, dated April 11, 2005. Landmark Consultants, Inc. Page 8 Troutdale Village (APN 646-070-016) - La Quinta, CA LCI Project No. LP22017 Table 1 Summary of Characteristics of Closest Known Active Faults Fault Name Approximate Distance (miles) Approximate Distance (km) Maximum Moment Magnitude Mw Fault Length (km) Slip Rate (mm/yr) San Andreas - Coachella 7.0 11.3 7.2 96 f 10 25 f 5 San Andreas - San Bernardino (South) 7.2 11.5 7.4 103 f 10 30 f 7 San Andreas - San Bernardino (North) 7.2 11.6 7.5 103 f 10 24 f 6 Indio Hills * 8.3 13.4 Garnet Hill * 14.4 23.1 Blue Cut * 15.5 24.8 San Jacinto - Anza 18.6 29.7 7.2 91 f 9 12 f 6 Eureka Peak 19.0 30.3 6.4 19 f 2 0.6 f 0.4 San Jacinto - Coyote Creek 20.5 32.9 6.8 41 f 4 4 f 2 Burnt Mtn. 26.5 42.5 6.5 21 f 2 0.6 f 0.4 Morongo * 29.5 47.2 Pinto Mtn. 30.9 49.5 7.2 74 f 7 2.5 f 2 Hot Springs * 32.5 51.9 Landers 33.8 54.1 7.3 83 f 8 0.6 f 0.4 Pisgah Mtn. - Mesquite Lake 33.9 54.3 7.3 89 f 9 0.6 f 0.4 San Jacinto - Borrego 34.1 54.5 6.6 29 f 3 4 f 2 San Jacinto - San Jacinto Valley 37.8 60.5 6.9 43 f 4 12 f 6 Earthquake Valley 38.8 62.1 6.5 20 f 2 2 f 1 Elsinore - Julian 41.5 66.4 7.1 76 f 8 5 f 2 S. Emerson - Copper Mtn. 42.0 67.1 7 54 f 5 0.6 f 0.4 Johnson Valley (northern) 43.2 69.1 6.7 35 f 4 0.6 f 0.4 North Frontal Fault Zone - Eastern 44.9 71.8 6.7 27 f 3 0.5 f 0.3 * Note: Faults not included in CGS database. Troutdale Village (APN 646-070-016) - La Quinta, CA LCI Project No. LP22017 Table 2 2019 California Building Code (CBC) and ASCE 7-16 Seismic Parameters ASCE 7-16 Reference Soil Site Class: D Table 20.3-1 Latitude: 33.6864 N Longitude: -116.2928 W Risk Category: II Seismic Design Category: D Maximum Considered Earthquake (MCE) Ground Motion Mapped MCER Short Period Spectral Response Sg 1.500 g ASCE Figure 22-1 Mapped MCER 1 second Spectral Response Sl 0.600 g ASCE Figure 22-2 Short Period (0.2 s) Site Coefficient Fe 1.00 ASCE Table 11.4-1 Long Period (1.0 s) Site Coefficient E, 1.70 ASCE Table 11.4-2 MCER Spectral Response Acceleration Parameter (0.2 s) SMs 1.500 g = Fa * SS ASCE Equation 11.4-1 MCER Spectral Response Acceleration Parameter (1.0 s) SMl 1.020 g = Fv * S1 ASCE Equation 11.4-2 Design Earthquake Ground Motion 1 11 Design Spectral Response Acceleration Parameter (0.2 s) SDs 1.000 g = 2/3*SMs ASCE Equation 11.4-3 Design Spectral Response Acceleration Parameter (1.0 s) Sol 0.680 g = 2/3*SMI ASCE Equation 11.4-4 Risk Coefficient at Short Periods (less than 0.2 s) CRs 0.910 ASCE Figure 22-17 Risk Coefficient at Long Periods (greater than 1.0 s) CR1 0.892 ASCE Figure 22-18 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ TL 8.00 sec ASCE Figure 22-12 19 To 0.14 sec =0.2*SDI/SDs Ts 0.68 sec =SDI/SDs Peak Ground Acceleration PGAM 0.69 g ASCE Equation 11.8-1 - =w ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■r ----=■■■■■■ MEN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 111 141 1.1 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ lMMMMMMIiMMMMMMMMI 1 11 1 0111111 ■■■■■■■1\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 111111111 16: 11 1 ■■■■■■■■►I■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■LIMMEM■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ MEN ■■■■■ ■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1 19 Ii■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 181 1 1 IIEM■■■■■!■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ I11■r■■■OLIN\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1.1 0.76 1.13 Ili■■■■■,�■■��■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ME MIN iNo1.00 1.: 1.02 ■■■■■■■v■■■►■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 11■■■■■■■■\■■■\\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ IMIMME■■■■WEEMM`■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1.20 0.57 1: Y■■■■■■■■■■■■■■►`■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1.■■■■■■■■■r■■■■■►`■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■UMMMM■\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1 1 0.85 r■■■■■■■■■■■L`■■■■\\■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1 �■■■■■■■■■■■■■■■'■■1111\�\�■■■■■■■■■■■■■■■■■■■■■■■1.50 ■■■■■■■■■■■■■■■■■`\1111■■\��\■■■■■■■■■■■■■■■■■■■■■ 0.45 1.: ■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■OI■sw■■■■■■w.ww= r�1■■■■■■■■■■■■ 1 • 0.58 ■■■■■■■■■■■■■■■■■■■■■■■■YC:1■■■■■■■■MWS - � 211 0.34 0.51 1 ■■■■■■■■■■■■■■■■■■■■■■■■■■M■■OM1-!-N■■EE1NMM---■■- ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■!■iC��l1!■!■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1 2.40 0.31 0.28 . 0.46 1' ■MEN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■MEMO 2.60 0.26 1 1 1 1 1 1 1 1 .39 2.1 :1 0.24 1 .36 3.00 0.23 0.34 - •• - •- �- • - •• - •- 11 0.17 0.26 5.00 0.14 0.20 LL Q m co LL L 0 LL C14 LL cv LL -E V 0 0 ra cu !f-7 Lo AN. d me M 9 LU r4 g v g8 $ $F o LL Z 3 3 e s 4 qq N s ! v a V Q p C g E g s I I I] \ a1 c� 4 Q G o N S �j� a S u a m p nt'itZ3 73�oc �Yg $u_ B� s`_o €g LL m c`$ 3°+ 3 ala r "- v 0 �° mo �u ° $�g� 20 a Nt o a�EmS Ci� �o'E' In cV. 4y a c AF P " E o c pcg g C. E e 54 E m N 5 0333 naL ■ + e2 w g u a E om coo as 3 W -6 11 v5 Q s��mv_ a F2r� g gEw�g�g�a aPga gig 'oagS a52 _3 am << et a off» g�mg oeP- 4 - n Ag � E ` � o $ � o. m a � � E � � � vm Q .� _ m � o v � o c° m t g' • � o r N X o r 0 o z u+.3 �iocE iino r Ong`ol p) an35 a O Z • v • • L) n a a W � N in CQ 0 Y y ° O L a � i N L�mu>t•ep awl Latialmp <iwi o E e �! R1ttlJalina ,VeW alEn�-alJ Geotechnical Report La Paloma Skilled Nursing Facility La Quinta, California Prepared for: Greystone Communities 222 W. Las Colinas Blvd., Suite 2100 Irvine, TX 75039 LANDMARK a DBEIMBE/SBE Company Prepared by: Landmark Consultants, Inc. 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0665 April 2005 LANDMARK a DBEIMBE/SBE Cawnpany 780 N. 4th Street April l 1, 2005 EI Centro, CA 92243 57601370-3000 57601337-8900 fax 77-948 Wildcat Daae Mr. Marco DePalma Palm Desert, CA 92211 Greystone Communities (7601360-0665 (7601360-0521 fax 222 W. Las Colinas Blvd, Suite 2100 Irvine, TX 75039 Geotechnical Investigation La Paloma Skilled Nursing Facility La Paloma Retirement Community La Quinta, California LCI Report No. LP05043 Dear Mr. DePalma: We are pleased to present this geotechnical report for the proposed construction of the La Paloma Skilled Nursing Facility at the La Paloma Retirement Community in La Quinta, California. Our geotechnical investigation was conducted in response to your request for our services. The enclosed report describes our soil engineering investigation and presents our professional opinions regarding geotechnical aspects for the design and construction of the project. This executive summary presents selected elements of our findings and recommendations only. It does not present crucial details needed for the proper application of our findings and recommendations. Our findings, recommendations, and application options are related only through reading the fall report, and are best evaluated with the active participation of the engineer of record who developed them. The soils beneath the site consist of loose to medium dense silty sand and silt. Groundwater was not encountered within the maximum depth explored of 51.5 feet below ground surface. Severe sulfate and chloride levels were not encountered in the soil samples tested for this study. However, the soil is severe to very severe corrosive to metal. We recommend a minimum of 5 %2 sacks per cubic yard of concrete of Type II Portland Cement with a maximum water/cement ratio of 0.55 (by weight) should be used for concrete placed in contact with native soils of this project. La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1987) For dry sands. The soils beneath the site consist of loose to medium dense silty sand and silt. Based on empirical relationships, total induced settlements are estimated to be on the order of 1 % to 4 inches in the event of an UBE magnitude earthquake. Should settlement occur, buried utility lines and the buildings may not settle equally. Therefore we recommend that utilities, especially at the points of entry to the buildings, be designed to accommodate differential movement. The potential for seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. If the deep densification is used, the proposed structure may be supported on shallow spread footings. Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed and/or in conjunction with removal and recompaction of the soils. The site soil conditions are suitable for the proposed development, provided the recommendations contained in this report are implemented in the design and construction of this project. We appreciate the opportunity to provide our professional services. If you have any questions or comments regarding our findings, please call our office at (760) 360-0665. Respectfiully Submitted, Lamlivarh Consultants, Ire. �Q JSr `�9F 0 4 c, CERTIFIED No. 2287 9' ENGINEERING GEOLOGIST ar x -:0 CEG 2261 Susana Kenumerrer, GE LPTn1FCHNIGQ��P Steven K. Williams, CEG 9�pFCA��F� Geotechnical Engineer W Senior Engineering Geologist enol ESS10 c9 Z Jeffrey 0. Lyon, P c EXPIRES 11 31 06 921 70 Principal Engineer �c CIVIL Distribution: Client (5 copies) OF[:AL�� La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1987) for dry sands. The soils beneath the site consist of loose to medium dense silty sand and silt. Based on empirical relationships, total induced settlements are estimated to be on the order of 1'/2 to 4 inches in the event of an UBE magnitude earthquake. Should settlement occur, buried utility lines and the buildings may not settle equally. Therefore we recommend that utilities, especially at the points of entry to the buildings, be designed to accommodate differential movement. The potential far seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. If the deep densification is used, the proposed structure may be supported on shallow spread footings. Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed and/or- in conjunction with removal and recompaction of the soils. The site soil conditions are suitable for the proposed development, provided the recommendations contained in this report are implemented in the design and construction of this project. We appreciate the opportunity to provide our professional services. If you have any questions or comments regarding our findings, please call our office at (760) 360-0665. Respectfully Submitted, L Lanthnat-h Cou.sultanft, Inc. SS�pNAGFC Q�pFESS/pN 0�`�a�,�1X. Wll��ti ��p�PNpKEMMFRFl�2 a CERTIFIED � No. 2287 9 � ENGINEERING * GEOLOGIST CD d Exp. 6--i'0-QP> CEG 2261 Susana Kemmerre/r, GE 9jr1q Go��P Steven K. Williams, CEG `9jFpFCA1\�q Geotechnical Engineer OFpLIF Senior Engineering Geologist Jeffrey Q. Lyon, PE U c EXPIRES 1231-06 Principal Engineer Distribution: Client (5 copies) La Paloma Skilled Nursing, Facility — La Quinta, CA LCI Report No. LP05043 An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1957) for dry sands. The soils beneath the site consist of loose to medium dense silty sand and silt. Based on empirical relationships, total induced settlements are estimated to be on the order of I %2 to 4 inches in the event of an UBE magnitude earthquake. Should settlement occur, buried utility lines and the buildings may not settle equally. Therefore we recommend that utilities, especially at the points of entry to the buildings, be designed to accommodate differential movement. The potential for seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. if the deep densification is used, the proposed structure may be supported on shallow spread footings. Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed and/or- in conjunction with removal and recompaction of the soils. Tile site soil conditions are suitable for the proposed development, provided the recommendations contained in this report are implemented in the design and construction of this project. We appreciate the opportunity to provide our professional services. If you have any questions or comments regarding our findings, please call aur office at (760) 360-0665. Respectfully Submitted, Lrrnrlmarlt Crur.sultunts, Inc. No. 2287 Exp: Susana Kemmerrer, GE �qi Geotechnical Engineer F Principal Engineer Client (5 copies) Steven K. Senior Engineering Geologist La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 TABLE OF CONTENTS Section 1 INTRODUCTION.................................................................................................................1 1.1 Project Description.....................................................................................................1 1.2 Purpose and Scope of Work.......................................................................................2 1.3 Authorization..............................................................................................................2 Section2....................................................................................................................................3 METHODS OF INVESTIGATION......................................................................................3 2.1 Field Exploration........................................................................................................ 3 2.2 Laboratory Testing....................................................................................................4 Section3....................................................................................................................................5 DISCUSSION........................................................................................................................5 3.1 Site Conditions...........................................................................................................5 3.2 Geologic Setting........................................................................................................5 3.3 Site Subsurface Conditions.........................................................................................6 3.4 Seismicity...................................................................................................................7 3.4.1 Historic Seismicity..............................................................................................7 3.4.2 Faulting and Seismic Sources..............................................................................8 3.4.3 Seismic Design Parameters.................................................................................8 3.4.4 Earthquake Ground Motions...............................................................................9 3.4.5 California Building Code Seismic Values.........................................................10 3.5 Geologic Hazards.....................................................................................................10 3.5.1 Faulting and Seismicity.....................................................................................10 3.5.2 Landsliding........................................................................................................11 3.5.3 Liquefaction...... ................................................................................................. 11 3.5.4 Seismic Settlement............................................................................................11 3.5.4 Tsunamis/Seiches/Flooding...............................................................................13 3.5.5 Volcanic Hazards...............................................................................................13 3.5.6 Expansive Soils..................................................................................................13 Section4..................................................................................................................................14 CONCLUSIONS.................................................................................................................14 Landmark Consultants, Inc. Table of Contents La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section5..................................................................................................................................15 RECOMMENDATIONS.....................................................................................................15 5.1 Site Preparation.........................................................................................................15 5.1.1 Clearing and Grubbing......................................................................................15 5.1.2 Building Pad Preparation...................................................................................15 5.1.3 Engineered Fill Soils.........................................................................................16 5.1.4 Moisture Control and Drainage.........................................................................17 5.1.5 Observation and Density Testing......................................................................17 5.1.6 Auxiliary Structures Foundation Preparation....................................................17 5.2 Foundations and Settlements....................................................................................18 5.2.1 Spread Footings.................................................................................................18 5.2.2 Drilled Piles.......................................................................................................19 5.2.3 Lateral Loads.....................................................................................................19 5.2.4 Installation.........................................................................................................20 5.3 Slabs-On-Grade........................................................................................................20 5.4 Concrete Mixes and Corrosivity...............................................................................22 5.5 Excavations and Slopes............................................................................................23 5.6 Pavements.................................................................................................................23 Section6..................................................................................................................................24 LIMITATIONS AND ADDITIONAL SERVICES............................................................24 6.1 Limitations................................................................................................................24 6.2 Additional Services...................................................................................................25 Section7..................................................................................................................................26 REFERENCES....................................................................................................................26 Landmark Consultants, Inc. Table of Contents La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 LIST OF ATTACHMENTS Tables: Table 1: Historic Earthquakes in Vicinity of Project Site, M>5.5 Table 2: Fault Parameters and Deterministic Estimates of Peak Ground Acceleration (PGA) Table 3: Probabilistic Estimates: Peak Ground Accelerations Table 4: CBC Factors for Seismic Design at the Site Figures: Figure 1: Map of Regional Faults and Seismicity Appendices: Appendix A: Site Exploration, Soil Survey, and Geologic Maps (Plates A -I — A-6) Appendix B: Field Exploration (Plates B-1 — B-5) Appendix C: Laboratory Testing (PIates CA — C-5) Appendix D: Computer Analytical Output -Seismic Evaluation -Seismic Settlement Analysis Landmark Consultants, Inc. List of Attachments La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 1 INTRODUCTION 1.1 Project Description La Paloma Retirement Community is located on the northeast corner of Avenue 50 and Washington Street. The location of the site is presented in Plate A-1, Vicinity flap. The La Paloma Retirement Community -North consists of a 260,000 square -foot Independent Living facility and 37,000 square -foot Assisted Living/iMemory Care facility. The current project includes the addition of a 17,500 square -foot Skilled Nursing facility. Southland Geotechnical, Inc. previously performed a geotechnical investigation for the facility and presented the results in a report dated December, 1998 (SGI Project No. P98140). An update report was prepared by Landmark Consultants, Inc. on June 23, 2004 (LCI Project No. LP04090). This geotechnical investigation report addresses the proposed Skilled Nursing Facility. We understand that the proposed project is considered an essential facility which requires oversight and review by the Office of Statewide Health Planning and Development (OSHPD) and by the California Geological Survey. According to the information provided, the proposed structure will be established near the existing grade. Significant cuts and/or fills are not anticipated. We understand that the building will be single story wood -frame structure with concrete slab -on -grade foundations. Foundations are expected to be lightly loaded (less than 500 pounds per square foot total load). For the purposes of our analysis and report, we have assumed that structural loads will not exceed 2 kips per linear foot for wall footings and 50 kips for column footings. If structural loads exceed those used in our analysis, we should be notified so we may evaluate their impact on the foundation settlements and subgrade preparation. Site development will include grading, building pad preparation, installation of underground utilities, parking lot, and sidewalk construction. The site is near level without retaining walls or slopes. The site is currently vacant and was previously graded. Adjacent properties are approximately level with this site. Landmark Consultants, Inc. Page 1 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 1.2 Purpose and Scope of Work The purpose of our geotechnical investigation was to evaluate the physical characteristics of the on-site soils and to provide professional opinions regarding site grading, geotechnical constraints in design of foundations, floor slabs, and vehicular pavements. Our scope of work included the following: • Review of background information including available published geologic maps and literature; * Field explorations including drilling four (4) hollow -stem auger borings to a depth of 23.5 to 51.5 feet for subsurface soil sampling; • Laboratory testing of selected soil samples including: particle size analysis, in-place density, in-place moisture, direct shear, collapse potential, and chemical analyses consisting of soluble sulfate and chloride contents, pH, and resistivity; • Engineering analysis and evaluation of the data collected; and R Preparation of this report presenting our findings, professional opinions, and recommendations for the geotechnical aspects of the project design and construction. Our scope of work specifically excludes an evaluation of the site for the presence of hazardous materials or conditions. 1.3 Authorization Mr. Marco DePalma of Greystone Communities provided authorization to proceed with our work on February 22, 2005. We conducted our work according to our written proposal dated February 4, 2005. Landmark Consultants, Inc. Page 2 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration The subsurface investigation at the site was performed on February 25, 2005. Drilling of the hollow stem auger borings was performed by 2R Drilling of Ontario, California. The borings were advanced with a truck -mounted, CME 55 drill rig using 8 -inch diameter, hollow -stem, continuous -flight augers. The approximate boring locations were established in the field by taped measurements referenced from existing features and are approximate only. The boring locations are shown on the Site and Exploration Plan (Plate A-2). The purpose of the exploratory borings was primarily to conduct Standard Penetration Tests (SPT) tests, to confirm the soil conditions previously encountered, and to obtain soil samples for laboratory observation and testing. A staff geologist observed the drilling operations and maintained a log of the soil encountered and sampling depths, visually classified the soil encountered during drilling in accordance with the Unified Soil Classification System, and obtained drive tube and bulk samples of the subsurface materials at selected intervals. Relatively undisturbed soil samples were retrieved using a 2 -inch outside diameter (OD) split -spoon sampler or a 3 -inch OD Modified California Split -Barrel (ring) sampler. The samples were obtained by driving the sampler ahead of the auger tip at selected depths. The drill rig was equipped with a 140 - pound CME automatic hammer for conducting Standard Penetration Tests (SPT). The number of blows required to drive the samplers 12 inches into the soil is recorded on the boring logs as "blows per foot". The blow count (N values) reported on the boring logs represent the field blow count. No corrections have been applied to the blow counts shown on the boring logs for effects of overburden pressure, automatic hammer drive energy, drill rod lengths, liners, and sampler diameter. After logging and sampling the soil, the exploratory borings were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill. Landmark Consultants, Inc. Page 3 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Boring logs are presented on Plates B-1 through B-4 in Appendix B of this report. A key to the boring logs is presented on Plate B-5. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradational over same range of depth. 2.2 Laboratory Testing Laboratory tests were conducted on selected bulk (auger cuttings) and relatively undisturbed soil samples obtained from the soil borings to aid in classification and evaluation of selected engineering properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests: > Particle Size Analyses (ASTM D422) — used for soil classification and liquefaction evaluation ► Unit Dry Density (ASTM D2937) and Moisture Content (ASTM D2216) — used for in-situ soil parameters ► Collapse Potential (ASTM D5333) -- used for hydroconsolidation potential evaluation. ► Direct Shear (ASTM D3080) — used for soil strength determination ► Chemical Analyses (soluble sulfates & chlorides, pH, and resistivity) (Caltrans Methods) — used for concrete mix evaluations and corrosion protection requirements. The laboratory test results are presented on Plates C-1 through C-5 in Appendix C of this report. Landmark Consultants, Inc. Page 4 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 3 DISCUSSION 3.1 Site Conditions The proposed skilled nursing facility site is located at the northeast corner of Avenue 50 and Washington Street in La Quinta, California. The site location is depicted on Plate A-1, Site Vicinity Map. The project site is currently vacant with scattered desert vegetation covering the site. The site topography is gently undulating from site grading and natural sand dune formation. Avenue 50 abuts the southern portion of the site and the La Quinta Stormwater channel forms the eastern boundary of the site. 3.2 Geologic Setting The site is located in the northern portion of the Salton Trough physiographic province. The Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and the southwest by faults of the San Jacinto Fault Zone. The Salton Trough represents the northward extension of the Gulf of California and has experienced continual in -filling with both marine and non -marine sediments since the Miocene Epoch. The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges (Little San Bernardino and Orocopia Mountains) to the north and east. Hundreds of feet to several thousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlay the Coachella Valley. A representative cross section of the subsurface conditions is presented in Plate A-3, Schematic Geologic Cross Section. Landmark Consultants, Inc. Page 5 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 to 50 feet MSL along the Santa Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much of the eastern Coachella Valley with alluvial outwash along the flanks of the valley. A regional geologic map is provided in Appendix A (Plate A-6). 3.3 Site Subsurface Conditions The results of our subsurface investigation at the site, along with the review of available geologic maps and literature, indicate that the site is underlain by interbedded sandy silts and silty sands to the maximum depth explored of 50 feet. The silts and sands are medium dense and generally fine grained. Groundwater was not encountered in the borings. The surface geology of the site is depicted on Plate A-2. A schematic geologic cross section is presented on Plate A-3. In arid climatic regions, granular soils may have a potential to collapse upon wetting. This collapse (hydroconsolidation) phenomena is the result of the loss of cementation and structural collapse upon saturation and dissolution of soluble carbonates. Based on the laboratory test results, the upper 5 feet of soils are susceptible to collapse when wetted (hydroconsolidation). The potential for damage from settlement due to collapse is considered low. The results of the collapse test are presented on Plates C-1 and C-2. To provide more uniform foundation support, and to mitigate the potential for settlement due to hydroconsolidation, the upper 5 feet of soil should be densified. Densification of the upper 4 feet may be required in conjunction with deep densification. Landmark Consultants, Inc. Page 6 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4 Seismicity 3.4.1 Historic Seismicity The Coachella Valley is one of the most seismically active regions in the United States, and has experienced several historical events of magnitude 5.8 or more. The following briefly outlines seismic events that have significantly affected the Coachella Valley in the past 100 years. ► Desert Hot Springs Event - On December 4, 1948 a magnitude 6.5 earthquake occurred east of Desert Hot Springs (Proctor, 1968). ► Palm Springs Event - A magnitude 5.9 earthquake occurred on July 8, 1986 in the Painted Hills causing minor surface creep of the Banning segment of the San Andreas Fault (USGS, 1987). ► Desert Hot Springs Event - On April 22, 1992 a magnitude 6.1 earthquake occurred in the mountains 9 miles east of Desert Hot Springs (OSMS, 1992). > Landers Event - Early on June 28, 1992, the Coachella Valley was subjected to the largest seismic event to strike Southern California in 40 years. The Landers earthquake had a main shock with a 7.5 magnitude. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. Surface horizontal offsets attained a maximum of 21 feet (OSMS, 1992). > Big Bear Event - Approximately three hours after the Landers Event on June 28, 1992, a magnitude 6.6 earthquake occurred 10 miles southeast of Big Bear Lake. The earthquake occurred on a previously unknown fault trending northeast from the San Andreas fault in the San Bernardino Mountains (OSMS, 1992). Figure 1, Map of Regional Faults and Seismicity, shows the known faults in the region with respect to the subject site. A list of historic earthquakes in the vicinity of the site is presented on Table 1. Landmark Consultants, Inc. Page 7 La Paloma Skilled Nursing Facility -- La Quinta, CA LCI Repot -t No. LP05043 34.75 34.50 34.25 34.110 33-75 3350 33.25 MAP OF REGIONAL FAULTS AND SEISMICITY Big Bear 6.4 A (92) I Redlands 0 M5.5+ A M 5.9-6.4 M 6-5 - 6.9 ® M 7.0+ 7.3 111P (92) 6.2 AW Mo7gpgs s.1 (92) �6.5 (413) �C Palm Spring I RIVBRSlDE CO. Palm Desert - -- SA lndfa.' La QWrProIBGt'9jte Mei, a W"4Shore Deser► Sh res ♦(iaeo) 5.� (69} Salton \ s z Salton Ci Sea -117.25 -117.40 -116.75 -116.50 -116.25 -116.00 -115.75 Copyright 1997 by Shelton L, Stringer, GE Faults and Seismic Zones from Jennings (1994), Earthquakes modified from Ellsworth (1990) catalog. Figure 1. Map of Regional Faults and Seismicity Landmark Consultants, Inc. RA San ,Jaclrrt _.l�emeh Legends to Faults: AL: Algodones BM: Borrego Mountain BR: Brawley BSZ: Brawley Seismic Zone CC: Coyote Creek CP: Cerro Prielo EH: East Highline EL: Elmore Ranch ELS -c: Elsinore -Coyote Creek segment 1M: Imperial LS: Laguna Salada SA: San Andreas SH: Superstition Hills SM: Superstition Mtn SJ-bm: San Jacinto -Borrego Mtn. segment 0 M5.5+ A M 5.9-6.4 M 6-5 - 6.9 ® M 7.0+ 7.3 111P (92) 6.2 AW Mo7gpgs s.1 (92) �6.5 (413) �C Palm Spring I RIVBRSlDE CO. Palm Desert - -- SA lndfa.' La QWrProIBGt'9jte Mei, a W"4Shore Deser► Sh res ♦(iaeo) 5.� (69} Salton \ s z Salton Ci Sea -117.25 -117.40 -116.75 -116.50 -116.25 -116.00 -115.75 Copyright 1997 by Shelton L, Stringer, GE Faults and Seismic Zones from Jennings (1994), Earthquakes modified from Ellsworth (1990) catalog. Figure 1. Map of Regional Faults and Seismicity Landmark Consultants, Inc. La 1'alom t Nurw 1',i ililN -- Ltr (Uinta- UA LL I R port No LA -1047,0411 Table 1 Historic Earthquakes in V cinity of Project Site, M > 5.5 Epicenter Distance Estimated Latittude Longitude from Reported Magnitudes Site LName Day Year (Degrees) Site (mi) Mw Ms M -L M-1 PGA Terwililger Valley 03125 1937 33.5 116.4 17 6.0 6.0 5.9 0.10 Desert Hot Spgs 12104 1948 33.9 116.4 18 6.0 6.5 6.5 0.09 Desert Hot Spgs 04122 1992 34.0 116.3 19 6.1 6.1 0.09 02109 1890 33.4 116.3 20 6.3 0.10 04128 1969 33.3 116.3 24 5.8 0.07 07124 1947 34.0 116.5 25 5.5 0.06 Palm Springs 07108 1986 34.0 116.6 27 6.2 6.0 5.9 0.08 Arroyo Salada 03119 1954 33.3 116.2 29 6.4 6.2 6.2 0.08 08115 1945 33.2 116.1 34 5.7 0.05 05128 1892 33.2 116.2 34 6.3 0.07 Borrego Mtn 04109 1968 33.2 116.1 36 6.5 6.8 6.8 6.3 0.07 Landers 06/28 1992 34.2 116.4 38 7.3 7.5 7.4 0.10 San Jacinto 04121 1918 33.8 117.0 41 6.8 6.9 6.8 0.07 San Jacinto 12125 1899 33.8 117.0 42 6.4 6.6 0.07 Pinto Mountain 05102 1949 34.0 115.7 42 5.9 0.05 Fish Creek Mtn 10121 1942 33.1 116.1 46 6.6 6.5 6.3 0.06 10122 1942 33.2 115.7 46 5.5 0.03 Big Bear 06128 1992 34.2 116.8 47 6.4 6.6 6.5 0.05 Elmore Ranch 11123 1987 33.1 115.8 51 6.9 6.2 5.8 0.04 Superstition Hills 11/24 1987 33.0 115.8 53 6.5 6.6 6.0 0.05 Westmorland 04126 1981 33.1 115.6 56 5.9 6.0 5.6 0.04 07129 1950 33.1 115.6 57 5.5 0.03 01124 1951 33.0 115.7 58 5.6 0.03 1 06114 1953 33.0 115.7 61 5.5 0.03 07/23 1923 34.0 117.3 62 6.0 6.0 0.04 Glen Ivy Springs 05115 1910 33.7 117.4 64 5.5 6.0 0.03 Brawley Aftershock 10115 1979 33.0 115.6 65 5.8 0.03 07130 1894 32.8 116.8 68 6.0 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: 1.) Earthquake information primarily from Ellsworth (1990) in USGS PP 1515 and USER (1976) 2.) Magnitude Scales-. Mw - moment magntude, M -L - Local (Richter) magnitude, Ms - surface wave magnitude, M-1 - estimated from felt area intensity. 3.) Before 1930, Epicenters of earthquakes are approximate, indicated to nearest 0.5 to 0.1 degree. Landmark C oit,uliants. Inc. La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.2 Faulting and Seismic Sources Our research of regional faulting indicates that twenty-nine (29) known faults or seismic zones lie within a 62 -mile (100 kilometer) radius of the site, as listed on Table 2. The Maximum Magnitude Earthquake (Mmax) listed in Table 2 was obtained from published geologic information available for each fault (CDMG OFR 96-08 and Jennings, 1994). 3.4.3 Seismic Design Parameters The site is located in the seismically active Coachella Valley in Southern California. The probability of the site being to be subjected to moderate to strong ground shaking from earthquakes in the region during the lifetime of the facility is considered high. The proposed structure should be designed to resist such motions. Seismic Zoning: The Seismic Safety Element of the 1992 Riverside County General Plan establishes seismic hazard zones. The site lies within the Liquefaction Hazard area established by this Seismic Safety Element. These seismic hazard zones are used in evaluating the suitability of land use. The project site and proposed development are classified according to the Seismic Safety Element as follows: Land Use: Normal — High Risk Ground Shaking Zone: III Soil & Groundwater Condition: CL - thick recent alluvium GWT greater than 30 feet Liquefaction Potential: Low Land Use Suitability: Generally Suitable — Acceptable; however, if specific concerns are identified, site investigation and/or mitigation may be required. Landmark Consultants, Inc. Page 8 J i- min,i=acilit� -- Lit [)til,::_,. L - t. (fls ��,rt �,4�. I'M Table 2 FAULT PARAMETERS & DETERMINISTIC FRTIMATFS OF PFAK GROt1Nn ACCFLFRATION (PGA) Fault Name or Seismic Zone Distance (mi) & Direction from Site Fault Type Fault Length km Maximum Magnitude Mmax Mw Avg Slip Rate mmf r Avg Return Period yrs)ear Date of Last Rupture Largest Historic Event >5.5M ear Est. Site PGA Reference Notes: (1) (2) (3) (2).._1 3 3 3 5 6) San Andreas Fault System - Coachella Valley 7.0 NE A A 95 7.4 25 220 1690+/- 6.5 1948 0.37 - San Gorgonio -Banning 7.3 NNE A A 98 7.4 10 --- 1690+/- 6.2 1986 0.36 - San Bernardino Mtn 25 NW A A 107 7.3 24 433 1812 6.5 1812 0.14 - Whole S. Calif. Zone 7.0 NE A A 345 7.9 --- --- 1857 7.8 1857 0.48 San Jacinto Fault System - Hot Spgs-Buck Ridge 16 SW B A 70 6.5 2 354 6.3 1937 0.13 - Anza Segment 19 SSW A A 90 7.2 12 250 1918 6.8 1918 0.17 - Coyote Creek 21 SW B A 40 6.8 4 175 1968 6.5 1968 0.13 - Borrego Mtn 34 SSE B A 29 6.6 4 175 6.5 1942 0.08 - San Jacinto Valley 36 W B A 42 6.9 12 83 6.8 1899 0.09 - Elmore Ranch 48 SE B A 29 6.6 1 225 1987 5-9 1987 0.06 - Superstition Mtn. 52 SSE B A 23 6.6 5 500 1440+1- 0.06 - Superstition Hills 53 SSE B A 22 6.6 4 250 1987 6.5 1987 0.06 - San Bernardino Seg. 59 WN B A 35 6.7 12 100 6.0 1923 0.05 - Whole Zone 19 SW A A 245 7.5 --- --- 0.19 Elsinore Fault System - Earthquake Valley 39 SSW B A 20 6.5 2 351 0.07 - Julian Segment 42 SW A A 75 7.1 5 340 0.09 - Temecula Segment 46 WSW B A 42 6.8 5 240 0.07 - Coyote Segment 49 S B A 38 6.8 4 625 0.06 - Glen Ivy Segment 62 W B A 38 6.8 5 340 6.0 1910 0.05 - Whole Zone 42 SW A A 250 7.5 --- --- 0.11 Mojave Faults Blue Cut 16 N B C 30 6.8 1 762 0.16 Burnt Mtn 19 NNW B C 20 6.4 0.6 5,000 1 1992 7.3 1992 0.11 Eureka Peak 19 N C C 19 6.4 0.6 5,000 1992 6.1 1992 0.11 Morongo 30 NW C C 23 6.5 0.6 1,172 5.5 1947 0.08 Pinto Mountain 31 NNW B B 73 7.0 2.5 499 0.10 S. Emerson -Copper Mtn. 34 N B C 54 6.9 0.6 5,000 0.09 Notes: 1. Jennings (1994) and CDMG (1996) 2. CDMG (1996), where Type A faults -- slip rate >5 mm/yr and well constrained paleoseismic data Type B faults -- all other faults. 3. WGCEP (1995) 4. CDMG (1996) based on Wells & Coppersmith (1994) 5. Ellsworth Catalog in USGS PP 1515 (1990) and USBR (1976), Mw = moment magnitude, 6. The deterministic estimates of the Site PGA are based on the attenuation relationship of: Boore, Joyner, Fumal (1997) ..: rtl�Y�itrl; �onultart;. I:t: La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.4 Earthquake Ground Motions A probabilistic seismic hazards analysis (PSHA) of the site was performed to provide estimates of the Peak Ground Acceleration (PGA) at the site and to develop site specific response spectra. The ground motions were estimated for two events. The Upper Bound Earthquake (UBE) defined as an event having a 10% probability of exceedance in 100 years, or a return period of 949 years; and the Design Basis Earthquake (DBE) defined as an event having a 10% probability of exceedance in 50 years, or a return period of 475 years. Based on available soils and geologic information, typical shear wave velocities for the subsurface soils in the Coachella Valley are approximately 250 to 400 m/s. The PSHA was performed assuming a shear wave velocity of 310 m/s for the subsurface soils at the project site. The PGA estimates and the response spectra were calculated using the computer program FRISKSP (Blake, 2000) and the attenuation relationship of Boore, Joyner, and Fumal (1997) Soil 310. Table 3 presents the estimated PGA for the two earthquakes. The site specific response spectra and the summary printouts of the fault parameters utilized in the probabilistic analysis are included in Appendix D. Table 3 Probabilistic Estimates: Peak Ground Acceleration (PGA) Ground Motion Probability Return Period PGA - in g's - UBE 10% in 100 years 949 years 0.76 DBE 10% in 50 years 475 years 0.63 Design of the structures should be performed in accordance with the design methods outlined in the 2001 California Building Code (CBC), and seismic design parameters as recommended by the Structural Engineers Association of California. Landmark Consultants, Inc. Page 9 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.5 California Building Code Seismic Values The site is designated by the CBC as Seismic Zone 4 and is located approximately 7.0 miles (11.3 km) southwest of the San Andreas Fault (CBC Fault Type A). The following table lists the recommended CBC factors for design in this area. Table 4 CBC Seismic Coefficients for Chapter 16 Seismic Provisions 3.5 Geologic Hazards 3.5.1 Faulting and Seismicity The site is located in the seismically active southern California region, and is expected to be subjected to moderate to strong ground shaking during the design life of the project. The site is not Iocated within a currently designated Fault -Rupture Hazard Zone (CDMG Special Publication 42). The closest known active fault to the site is the San Andreas Fault (CBC Type A fault). This fault is located about 7.0 miles northeast of the site. The possibility of ground surface rupture related to active faulting on currently unrecognized faults exists throughout the seismically active Coachella Valley region. However, given the current state of knowledge regarding seismicity of the Coachella Valley, prediction of the location of such future ground rupture is not possible at this time. Landmark Consultants, Inc. Page 10 Seismic Distance to Near Source Factors Seismic Coefficients CBC Code Soil Profile Edition Type Source Critical Type Source Na Nv Ca Cv 2001 SD A < 11.3 km 1.00 1.15 0.44 0.73 (stiff soil) Ref. Table 16-J 16-U --- 16-S 16-T 16-Q 16-R 3.5 Geologic Hazards 3.5.1 Faulting and Seismicity The site is located in the seismically active southern California region, and is expected to be subjected to moderate to strong ground shaking during the design life of the project. The site is not Iocated within a currently designated Fault -Rupture Hazard Zone (CDMG Special Publication 42). The closest known active fault to the site is the San Andreas Fault (CBC Type A fault). This fault is located about 7.0 miles northeast of the site. The possibility of ground surface rupture related to active faulting on currently unrecognized faults exists throughout the seismically active Coachella Valley region. However, given the current state of knowledge regarding seismicity of the Coachella Valley, prediction of the location of such future ground rupture is not possible at this time. Landmark Consultants, Inc. Page 10 La Paloma Skilled Nursing Facility — La Quinta, CA LCT Report No. LP05043 3.5.2 Landslidin� No ancient landslides are shown on geologic maps of the region, and no indications of landsliding were observed during our site investigation. Based on the level topography of the site, the potential for landsliding is considered very low. 3.5.3 Liquefaction Liquefaction is the sudden loss of shear strength in loose, saturated granular soil due to vibratory motions such as those associated with earthquakes. Liquefaction may produce ground settlement, ground rupture, and lateral spreading, which may result in foundation failure. The potential for liquefaction is greatest when: 1) the soils are saturated (groundwater is at depths of less than 50 feet); 2) the soils are loose (low to medium relative density); 3) the soils consist of fine-grained cohesionless material; and, 4) high intensity ground shaking occurs. Groundwater was not encountered within the maximum depth explored of 50 feet. Therefore, the potential for liquefaction at the site is considered low. 3.5.4 Seismic Settlement An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1984, 1987) for dry sands. This method is an empirical approach to quantify seismic settlement using SPT blow counts (or equivalent SPT blow counts from CPT data), and PGA estimates from the probabilistic seismic hazard analysis. The computer printouts for the estimates of induced settlement are included in Appendix D. Landmark Consultants, Inc. Page 11 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 The soils beneath the site consist of loose to medium dense silty sand and silt. Based on the empirical relationships, total induced settlements are estimated to be on the order of 1 %Z to 4 inches in the event of an UBE magnitude earthquake. Should settlement occur, buried utility lines and the buildings may not settle equally. Therefore we recommend that utilities, especially at the points of entry to the buildings, be designed to accommodate differential movement. Mitigation: Ground improvement methods are available to mitigate seismic settlement such as: vibro-compaction, vibro-replacement, geopiers, or compaction grouting. The use of some of the deep densification techniques may be limited by the proximity of existing facilities due to the anticipated vibrations associated with the procedure. If deep densification is used, conventional spread foundations and slab on grade may be used, Other means to mitigate the settlement potential include either a deep foundation system, rigid mat foundations and grade -beam reinforced foundations that can withstand localized and temporary reduction of soil bearing capacity accompanied by some differential movement or tilting. Furthermore, if the risk of surface settlement on the order of 1 to 2 inches is acceptable, the upper 10 feet of soil may be removed and replaced as compacted fill. If deep densification is not used, the designer may consider supporting the structures on: 1 } Foundations that use grade -beam footings to tie floor slabs and isolated columns to continuous footings (conventional or post -tensioned). 2) Structural flat -plate mats, either conventionally reinforced or tied with post - tensioned tendons. 3) Deep foundations such as drilled piles. These alternatives reduce the potential effects of seismic settlements by making the structures more able to withstand differential settlement. It is recommended that options 1 and 2 be used in conjunction with removal and recompaction of at least the upper 10 feet. Landmark Consultants, Inc. Page 12 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.5.4 Tsunamis/Seiehes/Floodin The site is not located near any large, open bodies of water. The hazard of tsunamis and seiches impacting the site is considered very low. During heavy rain events, there may be localized flooding of the La Quinta Stormwater channel to the east of the site. 3.5.5 Volcanic Hazards The site is not located in proximity to any known volcanic activity, and the risk of volcanic hazards is considered very low. 3.5.6 Expansive Soils The site is underlain by sandy soils, which are not considered to be expansive. Landmark Consultants, Inc. Page 13 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 4 CONCLUSIONS Based on the results of our field investigation and laboratory tests, it is our opinion that the proposed skilled nursing facility is feasible from a geotechnical standpoint, provided that the conclusions and recommendations contained in this report are incorporated in the project plans and specifications, and are implemented during construction of the project. The following summarizes some of the pertinent geotechnical issues identified in our study; • No known active or potentially active faults cross the site. The closest active fault to the site is the San Andreas Fault, located approximately 7.0 miles to the northeast. • The site is considered likely to be subjected to high ground accelerations related to regional fault activity. The peak ground acceleration (PGA) for the Upper Bound Earthquake is estimated to be 0.76g. The PGA for the Design Basis Earthquake is estimated to be O.63g. • The on-site surface soils consist of silty sand and sandy silt. • Groundwater was not encountered within the maximum depth explored of 50 feet. The potential for liquefaction or liquefaction induced settlement is considered low. • The potential for other geologic hazards including landsliding, tsunamis/seiches, and volcanic hazards are considered low. • Resistivity tests indicate severe to very severe potential for metal loss due to electrochemical corrosion processes. • Seismic settlement of the loose to medium dense materials on the order of 1 % to 4 inches may occur in the event of an UBE. • The potential for seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. If the deep densification is used, the proposed structure may be supported on shallow spread footings. • Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed. • Deep removal and recompaction may be used in conjunction with shallow reinforced foundations as noted in Section 3.5.4. Landmark Consultants, Inc. Page 14 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 5 [9019II MAM11I7YII=[IRM 5.1 Site Preparation 5.1.1 Clearing and Grubbing At the time of construction, all debris and vegetation such as grass or weeds on the site should be removed. Organic strippings should be hauled from the site and should not be incorporated into any engineered fills. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions should be located by the grading contractor and removed under our supervision. All artificial fill should be removed from the proposed building, flat work, and pavement areas. Excavations resulting from site clearing should be dish -shaped to the lowest depth of disturbance and backfilled with engineered fill as described below under continuous observations by the geotechnical engineer's representative. Removed soil free of debris, vegetation, and other deleterious matter may be suitable for fill in areas outside of the building pads. 5.1.2 Building Pad Preparation If deep densification is not performed and to provide more uniform support, we recommend that the area beneath the proposed floor slabs be overexcavated to allow the placement of at least 10 feet of compacted fill. If deep densification is used, the upper soils should be removed to allow the placement of at least 2 feet of compacted fill beneath the foundations. The overexcavation should extend at least five feet beyond all exterior wall/column lines (including adjacent concreted areas). After overexcavation and prior to placement of any fill, the exposed subgrade should be scarified to a depth of S inches, uniformly moisture conditioned to f2% of optimum moisture content, and recompacted a minimum of 40% of the maximum density determined in accordance with ASTM D 1557 methods. Landmark Consultants, Inc. Page 15 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 At least 2 feet of compacted fill should be placed beneath areas other than the building pad which are to receive concrete slabs or pavement. Prior to placement of any new fill, the exposed subgrade should be scarified to 8 inches, moisture conditioned to within 2% of optimum moisture content, and recompacted to a minimum of 90% of ASTM D1557 maximum density just prior to concrete placement. 5.1.3 Engineered Fill Soils The native granular soils are suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8 inch lifts (loose) and compacted to a minimum of 90% of ASTM D1557 maximum dry density. The moisture content should be maintained within 2% of optimum moisture content. Imported fill soil (if required), should be similar to the on-site soils or non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site. Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to a minimum of 90% of ASTM D1557 maximum dry density at optimum moisture ±2% Trench BackJ211: On-site soil free of debris, vegetation, and other deleterious matter may be suitable for use as utility trench backfill. Granular material is acceptable for backfill of utility trenches. Backfill soil within paved areas should be placed in layers no more that 6 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density except for the top 12 inches of the trench which shall be compacted to at least 95%. Native backfill should only be placed and compacted after encapsulating buried pipes with suitable bedding and pipe envelope material. Pipe envelopelbedding should either be clean sand (Sand Equivalent SE>30) or crushed rock when encountering groundwater. Precautions should be taken in the compaction of the backfill to avoid damage to the pipes and structures. Landmark Consultants, Inc. Page 16 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.1.4 Moisture Control and Drainaize The moisture condition of the building pad should either be maintained during trenching and utility installation until concrete is placed or should be re -wetted before initiating delayed construction. Post -construction maintenance of proper drainage is critical to the future performance of the project. Gutters and downspouts connected to existing or proposed storm drain systems may be considered as a means to convey water away from foundations. Large trees and/or shrubs should be maintained away from buildings a distance equal to their expected height. Drainage should be maintained across paved areas and away from structures. Water should not be allowed to pond on or near the building or paved areas. 5.1.5 Observation and Density Testing All site preparation and fill placement should be continuously observed and tested by a representative of a qualified geotechnical engineering firm as required by the CBC. This includes the excavation and scarification process to detect any undesirable materials, conditions or soft areas that may be encountered in the construction area. The geotechnical firm that provides observation and testing during construction shall assume the responsibility of "geotechnical engineer- of record", and as such, shall perform additional testing/investigation as necessary to satisfy themselves as to the site conditions and the geotechnical recommendations for site development. The geotechnical engineer should provide a verified report of the as -graded site and building support pad conditions. 5.1.6 Auxiliary Structures Foundation Preparation Auxiliary structures such as retaining walls may be supported in the manner recommended for building pads, except the overexcavation and replacement may be limited to 3 feet beyond the footing line. Landmark Consultants, Inc. Page 17 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2 Foundations and Settlements 5.2.1 Spread Footings If the on-site soils are densified, conventional shallow spread footings may be used. Foundations supported on compacted fill may be designed using an allowable soil bearing pressure of 2,000 pounds per square foot for dead and live loads. The allowable soil pressure may be increased by 20% for each foot of depth below 18 inches up to a maximum of 3,000 psf and by one-third for short-term loads induced by winds or seismic events. Foundations placed on engineered fill should be embedded a minimum of 18 inches below the lowest adjacent final grade. Interior footings should extend at least 12 inches below the lowest adjacent floor slab. Continuous wall footings should have a minimum width of 18 inches. Column footings should have a minimum width of 30 inches. Design of foundation reinforcement should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. The passive resistance of the granular fill may be assumed to be equal to an equivalent fluid pressure of 250 pounds per cubic foot for the non -expansive granular fills. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.35 may be used between the base of the footings and the engineered fill to resist lateral loading. Non -seismically induced foundation movements are estimated to be on the order of % inch with differential movements of about two-thirds of total settlement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. Seismically induced settlements are addressed in Section 3.5.4of this report. Landmark Consultants, Inc. Page 18 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2.2 Drilled Piles The estimated ultimate downward and upward capacities of driven 18- and 24 -inch diameter drilled piles are presented on Figure 2, Drilled Pile Capacities. The pile capacities are ultimate pile capacities and were estimated assuming that the pile capacity will be developed in skin friction. The vertical capacities of other pile sizes may be assumed to be proportional to the perimeter of the pile. In addition to the structural loads, we recommend that a load of 5,000 kips due to the estimated downdrag forces be considered. Dead -plus -live load capacities are shown; a one-third increase in these capacities may be used when considering wind or seismic loads. The pile capacities presented are based on the strength of the soils. The compressive and tensile strength of the pile section itself should be checked to verify the structural capacity of the piles, under potential overstressing conditions such as: handling, driving and final lateral loading. Piles in groups should be spaced not less than 3 feet or 2'/z equivalent pile diameters on centers, whichever one is greatest. If the piles are so spaced, no reduction in either the downward or upward capacity of the piles due to group action need be considered in design. 5.2.3 Lateral Loads Lateral loads may be resisted by the piles, and by the passive resistance of the soils against piles, pile caps and grade beams. Based upon the selection of a pile supported structural slab, frictional resistance should not be assumed between the floor slab and the underlying soils. It may be assumed that the soils adjacent to an 18 -inch square pile at least 20 feet long can resist horizontal shear loads imposed at the top of the pile of up to 18,000 pounds. The lateral resistance of other sizes of piles may be assumed to be proportional to the pile diameter. Landmark Consultants, Inc. Page 19 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 In calculating the maximum bending moment in the pile, the lateral load imposed at the top of the pile may be multiplied by an assumed moment arm of about 4 feet. For design, it may be assumed that the maximum bending moment will occur at or near the top of the pile and that the bending moment will decrease to zero at a depth of about 15 feet below the pile cap. These estimates were based on an assumed deflection at the top of the pile of/4-inch. The lateral capacity and reduction in the bending moment are based in part on the assumption that any required backfill adjacent to the pile caps and grade beams will be compacted as recommended herein. The passive resistance of the fills against pile caps and grade beams may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. 5.2.4 Installation Drilled foundations should be observed by a representative of a qualified geotechnical firm to verify that the proper bearing strata and depth are obtained. Pile excavations should be filled with concrete as soon after drilling and inspection as possible. The holes should not be left open overnight. The concrete should be placed in such a manner as to prevent the concrete from free -falling more than 5 feet and from striking the sides of the excavation. 5.3 Slabs -On -Grade Concrete floor slabs should be a minimum of 4 inches thick when placed over 4 feet of compacted granular fill. Concrete floor slabs should be monolithically placed with the foundations or dowelled to footings placed in a 2 -stage pour. The concrete slabs should be placed on a 2 -inch concrete sand layer and a 10 -mil polyethylene vapor barrier placed over the granular fill pad that has been compacted to 90% of ASTM D1557 maximum dry density and moistened to approximately optimum moisture just before the concrete placement. Landmark Consultants, Inc. Page 20 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Concrete slab and flatwork reinforcement should consist of a minimum of No. 3 bars at 18 - inch centers, both horizontal directions for slabs placed over non -expansive fill. Slab and steel reinforcement should be provided by the structural engineer/architect knowing the actual project loadings. The inspector of record should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control joints may be provided in all concrete slabs -on -grade at a maximum spacing of 2 to 3 times (in feet) the slab thickness (in inches) (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI). All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut ('/4 of slab depth) within 8 hours of concrete placement. Construction (cold) and expansion joints should either be thickened butt -joints with dowels or a thickened keyed joint designed to resist vertical deflcction at the joint. All construction joints in exterior flatwork should be sealed to prevent moisture or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this and desert region. Wet burlap curing is generally recommended while minimizing construction joints. The placement and configuration of the concrete reinforcement and joints are guidelines only. The final design should be provided by the structural engineer and/or civil designer. All exterior flatwork (sidewalks and patios) should be underlain by 24 inches of moisture conditioned and compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. Concrete flatwork may be doweled to the perimeter foundations where adjacent to the building, and sloped 2% or more away from the building. Landmark Consultants, Inc. Page 21 La Paloma Skilled Nursing Facility — La Quinta, CA LCT Report No. LP05043 5.4 Concrete Mixes and Corrosivity Selected chemical analyses for corrosivity were conducted on samples from the project site (Plate C-5). The native soils were found to have low sulfate ion concentrations (90 to 360 ppm). Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. The Uniform Building Code requires the use of Type V Portland Cement when the concrete is subjected to severe sulfate concentration. A minimum of 5.5 sacks per cubic yard of concrete of Type 11 Portland Cement with a maximum water/cement ratio of 0.55 (by weight) should be used for concrete placed in contact with native soil on this project (sitework including streets, sidewalks, driveways, patios, and other wall foundations). The native soils were also found to have low to moderate chloride ion concentrations (138 to 311 ppm). Chloride ions can cause corrosion of reinforcing steel and buried utilities. Resistivity determinations on the soils indicate severe to very severe potential for metal loss due to electrochemical corrosion processes. Mitigation of the corrosion of steel can either be achieved by using steel pipes coated with epoxy corrosion inhibitors, asphaltic coatings, cathodic protection or by encapsulating the portion of the pipe with densely consolidated concrete. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement to decrease the permeability of the concrete. Due to the potential for corrosion of metallic piping, all water supply lines should be placed overhead, not beneath the slab. No fire risers shall be placed in mechanical rooms. No portion of metallic piping on site should be placed in direct contact with native soils. A corrosion engineer should be consulted to obtain final design recommendations. Landmark Consultants, Inc. Page 22 La Paloma Skilled Nursing. Facility — La Quinta, CA LCI Report No. LP05043 5.5 Excavations and Slopes All temporary site excavations should conform to CAL -OSHA requirements for Type C soils. The contractor is solely responsible for the safety of workers entering trenches. Permanent slopes should not be steeper than 3 to 1 (horizontal to vertical) to reduce wind and rain erosion. 5.6 Pavements Pavements should be designed according to CALTRANS or other acceptable methods. Traffic indices were not provided by the project engineer or owner; therefore, we have provided structural sections for several traffic indices for comparative evaluation. The public agency or design engineer should decide the appropriate traffic index for the site. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Based on the current State of California CALTRANS method, an estimated R -value of 40 for the subgrade soil and assumed traffic indices, the following table provides our estimates for asphaltic concrete (AC) and Portland Cement Concrete (PCC) pavement sections. RECOMMENDED PAVEMENTS SECTIONS R -Value of SubQrade Soil - 40 (estimated) Design Method - CALTRANS 1990 Notes: 1) 2) 3) Traffic Index Flexible Pavements Asphaltic Concrete Aggregate Base (assumed) Thickness (in.) Thickness (in.) 5.0 3.0 4.5 6.0 3.5 5.0 7.0 3.5 8.0 Asphaltic concrete shall be Caltrans, Type B, %: inch maximum medium grading, compacted to a minimum of 95% of the 75 -blow Marshall density(ASTM D1559). Aggregate base shall conform to Caltrans Class 2 ('/4 in. maximum), compacted to a minimum of 95% of ASTM D 1557 maximum dry density. Place pavements on 8 inches of moisture conditioned (minimum 4% above optimum) native soil compacted to a minimum of 90% of the maximum dry density determined by ASTM D 1557. Landmark Consultants, Inc. Page 23 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section b LIMITATIONS AND ADDITIONAL SERVICES 6.1 Limitations The recommendations and conclusions within this report are based on current information regarding the construction of the La Paloma Skilled Nursing Facility at the La Paloma Retirement Community in La Quinta, California. The conclusions and recommendations of this report are invalid if: • Structural loads change from those stated or the structures are relocated. • The Additional Services section of this report is not followed. • This report is used for adjacent or other property. • Changes of grade or groundwater occur between the issuance of this report and construction other than those anticipated in this report. • Any other change that materially alters the project from that proposed at the time this report was prepared. We have based our findings and recommendations in this report on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil conditions could exist between and beyond the exploration points and groundwater conditions may change. These conditions may require additional studies, consultation, and possible design revisions. This report contains information that may be useful in the preparation of contract specifications. However, the report is not worded is such a manner that we recommend its use as a construction specification document without proper modification. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Landmark Consultants, Inc. Page 24 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 This report was prepared according to the generally accepted geotechnical engineering standards of practice that existed in Riverside County at the time the report was prepared. No warranty, express or implied, is made in connection with our services. Because of potential changes in the Geotechnical Engineering Standards of Practice, this report should be considered invalid for periods after three years from the report date without a review of the validity of the findings and recommendations by our firm. The client has responsibility to see that all parties to the project including designer, contractor, subcontractor, and future owners are made aware of this entire report. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. 6.2 Additional Services The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be conducted during construction to check the field subsurface conditions and compliance of the recommendations that are the basis of this report. The geotechnical engineering firm providing the tests and observations shall assume the responsibility ofgeotechnical engineer ofrecord. Additional tests and observations should include, but not necessarily be limited to the following: • Review of project plans and specifications, prior to their issuance for bidding, to check for compatibility with our recommendations and conclusions; • Observation and testing by the geotechnical consultant of record during site clearing, grading, excavation, placement of fills, building pad and subgrade preparation, and backfilling of utility trenches; • Observation of foundation excavations and reinforcing steel before concrete placement; • Consultation as may be required during construction. Additional information concerning the scope and cost of these services can be obtained from our office. Landmark Consultants, Inc. Page 25 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 7 REFERENCES Arango 1., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotechnical Journal, Vol. 122, No. 11. Bartlett, Steven F. and Youd, T. Leslie, 1995, Empirical Prediction of Liquefaction -Induced Lateral Spread: ASCE Geotechnical Journal, Vol. 121, No. 4. Blake, T. F., 2000, FRISKSP - A computer program for the probabilistic estimation of seismic hazard using faults as earthquake sources. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1997, Empirical Near -Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo -Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 68, No. 1, p. 154-179. Building Seismic Safety Council (BSSC), 1991, NEHRP recommended provisions for the development of seismic regulations of new buildings, Parts 1, 2 and Maps: FEMA 222, January 1992. California Building Code, Title 24, Part 2, Volume 2, based on the International Conference of Building Officials (ICBO) Uniform Building Code, 1997 Edition. California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at http://www.consry.ca.gov/dmWshezp/fitindex.html. California Division of Mines and Geology (CDMG), 1962, Geologic Map of California — San Diego -El Centro Sheet: California Division of Mines and Geology, Scale 1:250,000. Ellsworth, W. L., 1990, Earthquake History, 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. 11`h Int. Conf. On Soil Mech. and Foundation Engineering, Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376. Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, A. L., 2003, An Analytical Model and Application for Ground Surface Effects from Liquefaction, PhD. Dissertation, University of Washington, 362 p. Landmark Consultants, Inc. Page 26 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35-1. Maley, R. P. and Etheredge, E. C., 1981, Strong motion data from the Westmorland, California earthquake of April 26, 1981: U.S. Geological Survey Open File Report 81-1149, 18 p. Morton, P. K., 1977, Geology and mineral resources of Imperial County, California: California Division of Mines and Geology, County Report No. 7, 104 p. Mualchin, L. and Jones, A. L., 1992, Peak acceleration from maximum credible earthquakes in California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92-01. Naeim, F. and Anderson, J. C., 1993, Classification and evaluation of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Porcella, R., Etheredge, E., Maley, R., and Switzer, J., 1987, Strong motion data from the Superstition Hills earthquake of November 24, 1987: U.S. Geological Survey Open File Report 87-672, 56 p. Robertson, P. K. and Wride, C. E., 1996, Cyclic Liquefaction and its Evaluation based on the SPT and CPT, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, NCEER Technical Report 97-0022, p. 41-88. Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. Sharp, R. V., 1982, Tectonic setting of the Imperial Valley region: U.S. Geological Survey Professional Paper 1254, p. 5-14. Sylvester, A. G., 1979, Earthquake damage in Imperial Valley, California May 18, 1940, as reported by T. A. Clark: Bulletin of the Seismological Society of America, v. 69, no. 2, p. 547-568. Tokimatsu, K. and Seed, H. B., 1984, Simplified Procedures for the Evaluation of Settlements in Clean Sands: EERC Report No. UCB/EERC-84/16. Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. Landmark Consultants, Inc. Page 27 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 U.S. Geological Survey (USGS), 1982, The Imperial Valley California Earthquake of October 15, 1979: Professional Paper 1254, 451 p. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515. U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at http://gidage.cr.usgs.gov Working Group on California Earthquake Probabilities (WGCEP), 1992, Future seismic hazards in southern California, Phase I Report: California Division of Mines and Geology. Working Group on California Earthquake Probabilities (WGCEP), 1995, Seismic hazards in southern California, Probable Earthquakes, 1994-2014, Phase IT Report: Southern California Earthquake Center. Youd, T. Leslie and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ASCE Geotechnical Journal, Vol. 121, No. 1 I . Youd, T. L. et. at., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, p. 817-833. Zimmerman, R. P., 1981, Soil survey of Imperial County, California, Imperial Valley Area: U.S. Dept. of Agriculture Soil Conservation Service, 112 p. Landmark Consultants, Inc. Page 28 Downward Pile Capacity in Kips 0 100 200 300 400 500 600 0 I0 r W 41 LL C 20 C. c� U m d 30 3 0 24 - inch DiaME ter as 00 40 CL w 50 18 - inch Dia eter so 0 50 100 150 200 250 300 Upward Pile Capacity in Kips Notes: 1) The indicated values refer to the total dead plus live load. A one-third increase may be used for wind or seismic loads. 2) Piles in groups should be spaced at least 3 diameters on centers and should be drilled and filled alternately. The concrete should be allowed to set at least 8 hours before drilling the adjacent pile. 3) The values are based on the strength of the soils. The actual pile capacities may be less than those indicated and may be limited by the strength of the piles. LAMMARK GeologistsGeo-Engineers and a DBE/MBE/SBE Company Project No.: LP05043 Drilled Pier Compression Capacity Chart Figure 2 g/` al ...P ' no / zf _.-., sul. ..r..,a -..se e•s^s.a..� :r f s cs r ew�ursONAL an:t,du.,.wr: i r'a- snr y`f70f 'iz 1� i if =Y n ?r -- IN&Q d A„-� x_ a rj > z / q � U)� MONUMENT f, r ,ten isjFYt �f � � 3r r�h9sca � 5i � �s :.� '+t, I A £ �r-r*Gi1pGSPYOEI ARU PRLSr Y'f �' IL AA, .- l= .5 it "= �•� .. r10 d �~ — ✓ L �?._.�_� rts' - C” -'}[k. • 5;w �5;�. /{ u'^ r a. S�� t �i [t fot97c 5 ,r.,. ca/ i l:t Cl NE � V 'Y � - `t' � �'` i� �y y--•_ . � � FJ�a Ir3x 2 !tc yr • •�) •a�r �' wu,sE� CAit P 1410 11RJi6 1w-9nk ^� .�Y ip v k.,�`s� �_?' 3FI �- M'a i `r¢L - f y ��5. r� -� ✓' , q\ •�Sr � 3 Jl _ ' ( '-t�w_.�. r •:+vs' iF �� a,� -exp: _ _.' f �.,.��.-.._1.,V .c. l: _yL.K 1.w..c Lam• sS--f :M,_ hrw �; `�i <S_� ` rfi -_ =• _� w4�,OG4; parr �. 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LANDMARK o�EaE,SaE �o�,y Plate Project No.: LP05043 Soil Survey Map A-4 it _ •.�.yrll�.�iw�!{r _ r_ rAF. r�� 5 �• '•'.� '''iA tial I VE 3 � r,�_ Jl --, r� � �'�.. i' -l_� - �.-. •�•�\ �\,`\1,1 �1� 113 4. f 24 S ti CSS`. ` If �� `" I Irl �� ,--. as i 'j; �. •<" � L 'T• �I L0 sr -� ` r, ' ` /i l= - 9f f. 1 • 1 IAtC�AHUI �t 1 " ( 0 " 15 L J 1 1 e4& {,LCARE US UjA FPR 5'i Eit�J '� ; S' - - �� i 1 -. �01Y ,�VCIE f SiVRP 4E u t ns� r,., ! - e ,`; _ r;iG�SS10M Ci14 At: (!• Geology Map of California - Santa Ana Sheet (1:250,000) Project Site LANDMARK OBE;A,BGS6fya Plate Project No.: LP05043 Regional Geologic Map A-6 CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 w/autohammer PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED: 02/25/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB Z LOG OF BORING B-1 � x w P w ¢ it LL V °o w SHEET LL a 1 OF 1 Z e w 2 w z W a` Y DESCRIPTION OF MATERIAL F 2 rn N 0 0. 0 F UJ o u ran m a SURFACE ELEV. +/- u° 0 0. v _ - SILTY SAND (SM): Olive brown, damp, fine grained. 5 _ .:.. 4 loose, dry .10_ 15 medium dense 2.3 86.0 ,15- 15 20-... 17 SANDY SILT (ML): Olive brown, medium dense, damp, traces of clay. 25-118 SILTY SAND (SM): Olive brown, medium dense, damp, - fine grained. 35_ 21 traces of clay 40- 21 SILTY SAND/SANDY SILT (SM/ML): Olive brown, medium dense, damp, fine grained, traces of clay. 45_ 11 18 SILTY SAND (SM): Olive brown, medium dense, damp, fine grained. - 21 SANDY SILT (ML): Olive brown, medium dense, damp. End of Boring at 51.5 ft No Groundwater Encountered ** Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 -- B-1 a UBFJMSE/SBE Company 46 CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 wlautohammer PROJECT La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED:02125105 LOCATION: See Site and Exploration Plan LOGGED BY: TB z y LOG OF BORING B-2 LL y x 0 F d ~ w _ o SHEET 1 OF 1 W" zy W N a Y DESCRIPTION OF MATERIAL W Z Z« o M 3 a 0 o �z �� D m v m m a0 w SURFACE ELEV. +!- 2 U oo � Q IL 20- 25 0 SILTY SAND (SM): Olive brown, moist, fine grained. 11 14 medium dense, humid 11 SANDY SILT (ML): Olive brown, medium dense, humid, traces of clay. N 13 18 End of Boring at 26.5 ft No Groundwater Encountered 1.6 92.3 "Blows not corrected for overburden pressure, sampler I size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 Geo-Lnglneers and GeologlstsB-2 - DBE/MBE/SHE Company CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 wlautohammer PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED: 02/25/05 LOCATION: See Site and Ex lop ration Plan LOGGED BY: TB Z LOG OF BORING B-3 P ¢ a tu o w SHEET a 1 OF 1 az w y w z r z LLa LU r DESCRIPTION OF MATERIAL y W Z a o W u U) m a SURFACE ELEV. +!- S2 ZT U E u o "- w N Ix - SILTY SAND (SM): Olive brown, moist, fine grained. _ :;: ❑ 31 medium dense, damp 1.1 96.6 5- 10- 15- 20- 25- 30 35- 29 r1:3 N 13 11 13 Iq 17 Iq 23 ILE , medium dense, hu traces of clay. SILTY SAND (SM); Olive brown, medium dense, damp. SANDY SILT (ML): Olive brown, medium dense, damp, traces of clay. SILTY SAND (SM): Olive brown, medium dense, damp, fine grained. SANDY SILT (ML): Olive brown, medium dense, moist, with some clay. 1.5 96.1 E:YAI 17 traces of clay 45- 17 SILTY SAND (SM): Olive brown, medium dense, damp, 40 50- fine grained. - End of Boring at 48.5 ft 55- No Groundwater Encountered ** Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 - -- •- B-3 a Dti�/MeE/$&E Company CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 wlautohammer PROJECT La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED:02125105 LOCATION: See Site and Exploration Plan LOGGED BY: TB X Z LOG OF BORING B-4 N U X O o a SHEET 1 OF 1 w Y z y W N a Y DESCRIPTION OF MATERIAL :3 z z� o o u uQi a �d zam O SURFACE ELEV. U a SILTY SAND (SM): Olive brown, moist, fine grained. 13 medium dense, damp 5 10 N13 SANDY SILT (ML): Olive brown, medium dense, damp, traces of clay. 15, N 16 20, 35 24 SILTY SAND (SM); Olive brown, medium dense, damp, I fine drained. End of Boring at 23.5 ft No Groundwater Encountered "Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 - • - - - • . • B-4 a o9EIAWEIs6E company GRAN) SIZES Silts and Clays Sand Fine Medium coarse 2004 10 US Standard Series Sieve Sands, Gravels, etc- Blowsm DEFINITION OF TERMS PRIMARY DIVISIONS _ SYMBOLS_ _ SECONDARY DIVISIONS Medium Dense GravelsCiean 'no- GW Well graded gravels, gravel -sand mixtures, IiI or no fines Over 50 More than half gravels (less than 1.0-2.0 GP Poorly graded gravels, or gravel -sand mixtures, lit0e or no fines 2.0-4.0 of 5% fines) i4ti Over 4.0 Over 32 Coarse grained soils coarse fraction is Gravel t� '�{�` GM Silty gravels, gravel -sand -silt mixtures, non-piaslic fines More than half of larger than No. With fines 4 sieve GC _ e Clayey gravels, gravel -sand -clay mixtures, plastic fines material is larger Sands Clean sands (less -::r� ?+s' SW Well graded sands, gravelly sands, little or no fines than 5% fines) .: than No. 200 sieve More than haft - - SP Poorly graded sands or gravelly sands, little or no fines of coarse fraction Sands-� SM _ Silty sands, sand -silt mixtures, non -plastic fines is smaller than with fines f: '' SC Clayey sands, sand -clay mixtures, plastic fines No. 4 sieve Silts and clays 11 11111 ML Inorganic sills, clayey slits with slight plasticity Fine grained soils Liquid limit is CL Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays less than 50% More than half of _ AMOL Organic silts and organic clays of low plasticity material is smaller Silts and clays �Ll MH Inorganic sills, micaceous or diatomaceous silty soils, elastic silts than No. 200 sieve Liquid limit is CH Inorganic clays of high plasticity, fat clays more than 50% OH - - - - - - Organic clays of medium to high plasticity, organic silts Highly organic soils r`�11ir PT Peat and other highly organic sobs GRAN) SIZES Silts and Clays Sand Fine Medium coarse 2004 10 US Standard Series Sieve Sands, Gravels, etc- Blowsm Very loose 0.4 Loose 4-10 Medium Dense 10.30 Dense 30-50 Very Dense Over 50 Gravel Cobbles Boulders Fine Coarse 314" 3" 12" Clear Square Openings Clays 8, Plastic Sills Strength " Blowsl0. ' Very Soft 0-0.25 0-2 Soft 0.25-0.5 2-4 Firm 0.5-1.0 4-a Stiff 1.0-2.0 6-16 Very Stiff 2.0-4.0 16.32 _ Hard Over 4.0 Over 32 ' Number of blows of 140 Ib. hammer falling 30 inches to drive a 2 inch O.Q. (1 318 in, I.D.) split spoon (ASTM D1586). " Unconfined compressive strength in tonsls.f, as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586). Pocket Penetrometer, Torvane, or visual observation. Type of Samples: Ring Sample N Standard Penetration Test I Shelby Tube 0 Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler - Number of blows per fool of a 140 Ib. hammer falling 30 inches. Standard Penetration Test- Number of blows per foot. Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (lonsls.f.). 3. NR =No recovery. 4. GWT= = Ground Water Table observed @ specified time. LANDMARK a ABF/hrBE/SHE Cnm pan y Project No: LP05043 Key to Logs Plate B-5 LANDMARK CONSULTANTS, INC. w 5 10 15 Relative Displacement {%) N 3 a> L U 1 91 Peak _Residual Angle of Internal Friction, deg.: 30 29 Cohesion, ksf: 0.14 0.00 DIRECT SHEAR TEST RESULTS • r Peak Residual 0 i 2 3 4 5 6 7 8 Normal Stress (ksf) LANDMARK, Geo-E"91neers and Geologists . U6E1MB'-1S6E company Direct Shear Plate Project No: LP05043 Test Results C-3 CLIENT: Greystone Communities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 DATE: 03/14/05 DIRECT SHEAR TEST - 1NSITU (ASTM D3080) SAMPLE LOCATION: B-2 @ 5.0 ft SAMPLE DESCRIPTION: Silty Sand (SM) Shear Stress vs Rei. Displacement -- Specimen: 1 2 3 Avg_ Moisture Content, W 5.7 6.3 6.1 6.0 1.2 - Dry Density, pcf: 82.6 80.7 78.7 80.6 1.0 1 � Saturation, W 15 16 15 22 Moisture Content, W 39.1 40.2 41.4 to 0.8 3 c Dry Density, pcf: 81.3 80.1 78.9 N w 0.6 U - _ Saturation, W 100 100 100 U) Normal Stress, ksf: 0.52 1.07 1.63 0.4 Peak Shear Stress, ksf: 0.41 0.84 1.06 _.- Residual Shear Stress, ksf: 0.29 0.50 0.91 0.2 Deformation Rate, in./min. 0.010 0.010 0.010 w 5 10 15 Relative Displacement {%) N 3 a> L U 1 91 Peak _Residual Angle of Internal Friction, deg.: 30 29 Cohesion, ksf: 0.14 0.00 DIRECT SHEAR TEST RESULTS • r Peak Residual 0 i 2 3 4 5 6 7 8 Normal Stress (ksf) LANDMARK, Geo-E"91neers and Geologists . U6E1MB'-1S6E company Direct Shear Plate Project No: LP05043 Test Results C-3 LANDMARK CONSULTANTS, INC. CLIENT: Greystone Communities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 DATE: 03/14/05 DIRECT SHEAR TEST - INSITU (ASTM D3080) SAMPLE LOCATION: B-4 @ 2.0 ft SAMPLE DESCRIPTION: Silty Sand (SM) Shear Stress vs Rel. Displacement 1.2 1 1.0 2 - 0.8 3 LL6 in 0.6 ; -- in ami 0.4 0.2 0 5 10 Relative Displacement (%) 4 (f--- 3 Y) 15 Specimen: 1 2 Moisture Content, %: 5.1 5.9 Dry Density, pcf: 78.2 80.7 Saturation, %: 12 15 Moisture Content, %: 38.1 33.2 Dry Density, pcf: 77.3 80.0 Saturation, W 89 83 Normal Stress, ksf: 0.52 1.07 Peak Shear Stress, ksf: 0.48 0.80 Residual Shear Stress, ksf: 0.36 0.61 Deformation Rate, in./min. 0.010 0.010 Angle of Internal Friction, deg.: Cohesion, ksf; DIRECT SHEAR TEST RESULTS 3 Avg, 4.1 5.0 81.5 80.1 11 36.2 82.6 96 1.63 1.10 1.03 0.010 Peak Residual 29 31 0.20 0.02 (n Q) -F- U) 1 0 0 1 2 3 4 5 6 7 8 Normal Stress (ksf) LANDMARK Geo -Engineers. and Geologists I a O!3¢/MUE/$BE Co -pang Direct Shear Plate Project No: LP05043 Test Results C-4 LANDMARK CONSULTANTS, INC. CLIENT: Greystone Commuinities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 DATE: 03/15/05 CHEMICAL ANALYSES Boring: B-1 B-3 CaiTrans Sample Depth, ft: 0-5 0-2 Method pH: 6.60 7.08 643 Resistivity (ohm -cm): 440 1,500 643 Chloride (Cl), ppm: 311 138 422 Sulfate (SO4), ppm: 360 90 417 General Guidelines for Soil Corrosivity Material Chemical Amount in Degree of Affected Agent _ SOH(ppm)C_orrosivity Concrete Soluble 0-1000 Low Sulfates 1000-2000 Moderate 2000-20000 Severe > 20000 Very Severe Normal Soluble 0-200 Low Grade Chlorides 200-700 Moderate Steel 700-1500 Severe > 1500 Very Severe Normal Resistivity 1-1000 Very Severe Grade 1000-2000 Severe Steel 2000-10,000 Moderate 10,000+ Low LANDMARK, Geo -Engineers and Geologists a D8-1MBE/sBE Company Selected Chemical Plate Project No: LP05043 Analyses Results C-5 2 L u a� N C O Q. N CD C tm d m L -- r - Lo N OD M N 00 M t N O (6) uoileaala3oy lealaadS C•J L IL ca plo JOB NUMBER: LP05043 DATE: 03-21-2005 JOB NAME: La Paloma Skilled Nursing Facility -- La Quinta, CA EXPONENTIAL EQUATION TO INTERPOLATE PSEUDO -ABSOLUTE ACCELERATION VALUES FORM OF EQUATION: PSA(T) = c(T) 0 where: c & k are constants from table below PSA(T) is pseudo -absolute acceleration (g) at period -T (sec) AVERAGE RETURN PERIOD: 72 years BEGIN I END I BEGIN I END I BEGIN I END I I PERIOD I PERIOD 1 PSRV J PSRV I ACCEL. 1 ACCEL. 1 c 1 k (sec) I (sec) 1 (ft/sec)1 (ft/sec)1 (g) I (g) I COEF. I COEF. -------+---------h---------+----------[-----------+---------i---------+-------- 0.01 1 0.03 1 0.0167 J 0.0501 1 0.3265 1 0.3263 1 0.325 1 -0.001 0.03 I 0.10 1 0.0501 1 0.2611 1 0.3263 I 0.5100 1 1.198 1 0.371 0.10 1 0.15 J 0.2611 1 0.5301 1 0.5100 1 0.6901 1 2.843 1 0.746 0.15 1 0.20 1 0.5301 1 0.7750 J 0.6901 1 0.7567 J 1.266 1 0.320 0,20 I 0.30 1 0.7750 1 1.1935 1 0.7567 1 0.7769 1 0.840 J 0.065 0.30 1 0.40 J 1.1935 1 1.4876 I 0.7769 1 0.7263 1 0.586 I -0.234 0.40 1 0.50 I 1.4876 1 1.6794 J 0.7263 1 0.6559 1 0.478 1 -0.457 0.50 1 0.75 1 1.6794 1 1.8796 1 0.6559 1 0.4894 1 0.398 1 -0.722 0.75 1 1.00 J 1.8796 I 1.9679 1 0.4894 1 0.3843 1 0.384 1 -0.840 1.00 J 1.50 1 1.9679 1 2.1428 1 0.3843 1 0.2790 1 0.384 1 -0.790 1.50 1 -------------------------------------------------------------------------- 2.00 1 2.1428 1 2.3565 1 0.2790 1 0.2301 1 0.366 1 -0.670 AVERAGE RETURN PERIOD: 100 years BEGIN 1 END 1 BEGIN I END I BEGIN I END I I PERIOD I PERIOD 1 PSRV I PSRV J ACCEL. I ACCEL. 1 c J k (sec) 1 (sec) 1 (ft/sec)I (ft/sec)I (g) I (g) I COEF. I COEF. -------+---------+----------+-------------------+-------------------+-------- 0.01 1 0.03 1 0.0195 1 0.0574 1 0.3800 1 0.3735 1 0.353 1 -0.016 0.03 1 0.10 1 0.0574 1 0.3115 1 0.3735 1 0.6083 1 1.546 1 0.405 0.10 1 0.15 1 0.3115 1 0.6015 1 0.6083 1 0.7830 1 2.553 1 0.623 0.15 1 0.20 1 0.6015 1 0.8871 1 0.7830 1 0.8662 1 1.523 1 0.351 0.20 1 0.30 1 0.8871 1 1.3901 1 0.8662 1 0.9049 1 1.030 1 0.108 0.30 1 0.40 1 1.3901 1 1.7380 1 0.9049 1 0.8485 1 0.691 1 -0.224 0.40 1 0.50 1 1.7380 1 1.9756 1 0.8485 1 0.7716 1 0.575 1 -0.426 0.50 1 0.75 1 1.9756 1 2.2244 1 0.7716 1 0.5792 J 0.473 1 -0.707 0.75 1 1.00 1 2.2244 J 2.3369 1 0.5792 1 0.4564 1 0.456 1 -0.828 1.00 1 1.50 1 2.3369 1 2.5536 1 0.4564 1 0.3325 1 0.456 1 -0.781 1.50 1 2.00 1 2.5536 1 2.8028 1 0.3325 1 0.2737 1 0.437 1 -0.676 AVERAGE RETURN PERIOD: 200 years BEGIN I END I BEGIN I END I BEGIN I END J I PERIOD I PERIOD I PSRV 1 PSRV 1 ACCEL. J ACCEL. 1 c I k (sec) 1 (sec) I (ft/sec)1 (ft/sec)I (g) 1 (g) I COEF. I COEF. --------+--------+----------+----------+---------+---------+--------+-------- 1.2651 I 1.5612 0.01 I 0.03 1 0.0247 J 0.0746 I 0.4818 1 0.4854 1 0.497 1 0.007 0.03 I 0.10 I 0.0746 I 0.4245 1 0.4854 I 0.8289 1 2.307 1 0.445 0.10 I 0.15 I 0.4245 1 0.7846 I 0.8289 1 1.0215 J 2.715 I 0.515 0.15 J 0.20 1 0.7846 1 1.1464 1 1.0215 J 1.1194 1 1.868 J 0.318 0.20 1 0.30 1 1.1464 1 1.8065 1 1,1194 I 1.1760 1 1.361 1 0.122 0.30 1 0.40 1 1.8065 1 2.2956 I 1.1760 1 1.1207 1 0.962 1 -0,167 0.40 1 0.50 1 2.2956 2.6279 1 1.1207 1 1.0264 10.781 J -0.394 0.50 1 0.75 1 2.6279 1 3.0136 1 1.0264 I 0.7847 1 0.649 1 -0.662 0.75 1 1.00 1 3.0136 1 3.1961 I 0.7847 1 0.6242 10.624 1.0679 1 I -0.796 1.00 1 1.50 1 3.1961 1 3.5202 1 0.6242 1 0.4583 10.624 0,8588 1 I -0.762 1.50 1 -------------------------------------------------------------------------- 2,00 I 3.5202 1 3.8526 1 0.4583 1 0.3762 1 0.605 1 --0.686 AVERAGE RETURN PERIOD: 475 years BEGIN I END 1 BEGIN 1 END I BEGIN I END I ------ I PERIOD I PERIOD 1 PSRV I PSRV I ACCEL. I ACCEL. I c I k (sec) I (sec) 1 (ft/sec)1 (ft/sec)1 (g) I (g) I COEF. 1 COEF. -------+---------+---------+---------+-----------+---------+--------i--------- 1.2651 I 1.5612 1 4.176 1 0.519 0.01 I 0.03 1 0.0322 1 0.0968 1 0.6286 I 0.6300 1 0.634 1 0.002 0.03 1 0.10 1 0.0968 I 0.5328 1 0.6300 1 1.0404 1 2.716 1 0.417 0.10 1 0.15 I 0.5328 1 0.9995 1 1.0404 1 1.3012 1 3,705 I 0.552 0.15 1 0.20 1 0.9995 1 1.4765 1 1.3012 1 1.4417 1 2.559 1 0.357 0.20 1 0.30 1 1.4765 I 2.3606 1 1.4417 1 1.5366 11.857 1 1.128 I 0.157 0.30 1 0.40 1 2.3606 1 3.0332 1 1.5366 I 1.4809 1 1.316 1 -0.129 0.40 1 0.50 1 3.0332 J 3.5135 I 1.4809 I 1.3723 1 1.083 1 -0.341 0.50 1 0.75 1 3.5135 1 4.1013 1 1.3723 1 1.0679 1 0.894 1 -0.618 0.75 J 1.00 1 4.1013 1 4.3977 1 1.0679 1 0.8588 10.859 J -0.757 1.00 1 1.50 I 4.3977 1 4.9023 1 0,8588 1 0.6382 1 0.859 1 -0.732 1.50 1 -------------------------------------------------------------------------- 2.00 1 4.9023 1 5.3764 1 0.6382 1 0.5250 1 0.841 I -0.579 AVERAGE RETURN PERIOD: 1000 years -------------------------------------------------------------------------- BEGIN I END I BEGIN 1 END I BEGIN I -- END PERIOD 1 PERIOD I PSRV 1 PSRV 1 ACCEL. 1 ACCEL. (sec) 1 (sec) I (ft/sec)1 (ft/sec)( (g) I (g) -------+--------+---------+------ 1 0.0390 1 c COEF I I k J COEF. - +-- --- ----+----------*--------+--------- 0.01 1 0.03 1 0.0390 1 0.1167 1 0.7622 1 0.7595 J 0.751 1 -0.003 0.03 1 0.10 1 0.1167 1 0.6478 1 0.7595 J 1.2651 1 3.356 1 0.424 0.10 1 0.15 1 0.6478 1 1.1991 I 1.2651 I 1.5612 1 4.176 1 0.519 0.15 1 0.20 1 1.1991 1 1.7744 1 1.5612 l 1.7326 1 3.103 1 0,362 0.20 I 0.30 1 1.7744 1 2.8624 1 1.7326 1 1.8633 1 2.312 1 0.179 0.30 1 0.40 1 2,8624 1 3.7100 1 1.8633 1 1.8113 1 1.655 1 -0.098 0.40 1 0.50 1 3.7100 J 4.3316 1 1.8113 1 1.6918 1 1.369 I -0.306 0.50 1 0.75 1 4.3316 1 5.1265 1 1.6918 1 1,3348 1 1.128 1 -0.584 0.75 1 1.00 1 5.1265 1 5.5474 I 1.3348 1 1.0833 1 1.083 1 -0.726 1.00 1 1.50 1 5.5474 1 6.2489 1 1.0833 1 0.8136 J 1.083 1 -0.706 1.50 1 2.00 1 6.2489 1 6.8752 1 0.8136 1 0.6713 1 1.067 1 -0.668 'o U) w o 1 C C U 0.) O N U � W ._o � W u m m cy r 1 N X O O N C c W .O o m co > > co W W C C O O L U CLO t cr O c v ° � U W 2 U W EL m V a � Z e o m � Y _ O E 5 o C), U r N O arnn- ��ri v O1 y QI N N O .O Lo Z E E J W - a s LL F N } c a Geotechnical Report La Paloma Skilled Nursing Facility La Quinta, California Prepared for: Greystone Communities 222 W. las Colinas Blvd., Suite 2100 Irvine, TX 75039 RAN lly� MM ,o Engineers orrid' c("Uogists Prepared by: Landmark Consultants, Inc. 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0665 April 2005 X, V MR , Ceo-Engineers and C�ologists • c �. April 11, 2005 Mr. Marco DePalma Greystone Communities 222 W. Las Colinas Blvd, Suite 2100 Irvine, TX 75039 Geotechnical Investigation La Paloma Skilled Nursing Facility OSPAD: SS -041173-33; Facilities No.: 28164 La Quinta, California LCI Report No. LP05043 Dear Mr. DePalma: 780 N. 4th Street 8 Centro, C4 92243 (760)3703000 (760)337-8900 fax 77-948 Wildcat Drive Palm Desert, CA 92211 (760)360-0665 (760)360-0521 fax We are pleased to present this geotechnical report for the proposed construction of the La Paloma Skilled Nursing Facility at the La Paloma Retirement Community in La Quinta, California. Our geotechnical investigation was conducted in response to your request for our services. The enclosed report describes our soil engineering investigation and presents our professional opinions regarding geotechnical aspects for the design and construction of the project. This executive summary presents selected elements of our findings and recommendations only. It does not present crucial details needed for the proper application of our findings and recommendations. Our findings, recommendations, and application options are related only through reading the full report, and are best evaluated with the active participation of the engineer of record who developed them. The soils beneath the site consist of loose to medium dense silty sand and silt. Groundwater was not encountered within the maximum depth explored of 51.5 feet below ground surface. Severe sulfate and chloride levels were not encountered in the soil samples tested for this study. However, the soil is severe to very severe corrosive to metal. We recommend a minimum of 5'/Z sacks per cubic yard of concrete of Type II Portland Cement with a maximum water/cement ratio of 0.55 (by weight) should be used for concrete placed in contact with native soils of this project. La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1987) for dry sands. The soils beneath the site consist of loose to medium dense silty sand and silt. Based on empirical relationships, total induced settlements are estimated to be on the order of 1'/ to 4 inches in the event of an UBE magnitude earthquake. Should settlement occur, buried utility lines and the buildings may not settle equally. Therefore we recommend that utilities, especially at the points of entry to the buildings, be designed to accommodate differential movement. The potential for seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. If the deep densification is used, the proposed structure may be supported on shallow spread footings. Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed and/or in conjunction with removal and recompaction of the soils. The site soil conditions are suitable for the proposed development, provided the recommendations contained in this report are implemented in the design and construction of this project. We appreciate the opportunity to provide our professional services. If you have any questions or comments regarding our findings, please call our office at (760) 360-0665. Respectfully Sut Landmark Cons Susana Kemmer Geotechnical En h O 4Jerey. yon, c EXP RES 12831-0b Principal Engineer Distribution: Client (5 copies) La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 TABLE OF CONTENTS Section1....................................................................................................................................1 INTRODUCTION.................................................................................................................1 1.1 Project Description.....................................................................................................1 1.2 Purpose and Scope of Work.......................................................................................2 1.3 Authorization..............................................................................................................2 Section2....................................................................................................................................3 METHODS OF INVESTIGATION......................................................................................3 2.1 Field Exploration.........................................................................................................3 2.2 Laboratory Testing.....................................................................................................4 Section3....................................................................................................................................5 DISCUSSION........................................................................................................................5 3.1 Site Conditions...........................................................................................................5 3.2 Geologic Setting.........................................................................................................5 3.3 Site Subsurface Conditions.........................................................................................6 3.4 Seismicity...................................................................................................................7 3.4.1 Historic Seismicity..............................................................................................7 3.4.2 Faulting and Seismic Sources..............................................................................8 3.4.3 Seismic Design Parameters.................................................................................8 3.4.4 Earthquake Ground Motions...............................................................................9 3.4.5 California Building Code Seismic Values.........................................................10 3.5 Geologic Hazards.....................................................................................................10 3.5.1 Faulting and Seismicity.....................................................................................10 3.5.2 Landsliding........................................................................................................11 3.5.3 Liquefaction.....................................................:.................................................11 3.5.4 Seismic Settlement............................................................................................11 3.5.4 Tsunamis/Seiches/Flooding...............................................................................13 3.5.5 Volcanic Hazards...............................................................................................13 3.5.6 Expansive Soils..................................................................................................13 Section 4 ................ CONCLUSIONS ..............14 ..............14 Landmark Consultants, Inc. Table of Contents La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section5..................................................................................................................................15 RECOMMENDATIONS.....................................................................................................15 5.1 Site Preparation.........................................................................................................15 5.1.1 Clearing and Grubbing......................................................................................15 5.1.2 Building Pad Preparation...................................................................................15 5.1.3 Engineered Fill Soils.........................................................................................16 5.1.4 Moisture Control and Drainage.........................................................................17 5.1.5 Observation and Density Testing......................................................................17 5.1.6 Auxiliary Structures Foundation Preparation....................................................17 5.2 Foundations and Settlements....................................................................................18 5.2.1 Spread Footings.................................................................................................18 5.2.2 Drilled Piles.......................................................................................................19 5.2.3 Lateral Loads.....................................................................................................19 5.2.4 Installation.........................................................................................................20 5.3 Slabs-On-Grade........................................................................................................20 5.4 Concrete Mixes and Corrosivity...............................................................................22 5.5 Excavations and Slopes............................................................................................23 5.6 Pavements.................................................................................................................23 Section6..................................................................... LIMITATIONS AND ADDITIONAL SERVICES 6.1 Limitations................................................... 6.2 Additional Services ...................................... Section 7 .24 ...............................................24 ...............................................24 ...............................................25 ...............................................26 ...............................................26 Landmark Consultants, Inc. Table of Contents La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 LIST OF ATTACHMENTS Tables: Table 1: Historic Earthquakes in Vicinity of Project Site, M>5.5 Table 2: Fault Parameters and Deterministic Estimates of Peak Ground Acceleration (PGA) Table 3: Probabilistic Estimates: Peak Ground Accelerations Table 4: CBC Factors for Seismic Design at the Site Figures: Figure 1: Map of Regional Faults and Seismicity Appendices: I Appendix A: Site Exploration, Soil Survey, and Geologic Maps (Plates A-1 —A-6) I Appendix B: Field Exploration (Plates B-1— B-5) Appendix C: Laboratory Testing (Plates C-1 — C-5) Appendix D: Computer Analytical Output -Seismic Evaluation -Seismic Settlement Analysis Landmark Consultants, Inc. List of Attachments La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 1 INTRODUCTION 1.1 Proiect Description La Paloma Retirement Community is located on the northeast comer of Avenue 50 and Washington Street: The location of the site is presented in Plate A-1, Vicinity Map. The La Paloma Retirement Community -North consists of a 260,000 square -foot Independent Living facility and 37,000 square -foot Assisted Living/Memory Care facility. The current project includes the addition of a 17,500 square -foot Skilled Nursing facility. Southland Geotechnical, Inc. previously performed a geotechnical investigation for the facility and presented the results in a report dated December, 1998 (SGI Project No. P98140). An update report was prepared by Landmark Consultants, Inc. on June 23, 2004 (LCI Project No. LP04090). This geotechnical investigation report addresses the proposed Skilled Nursing Facility. We understand that the proposed project is considered an essential facility which requires oversight and review by the Office of Statewide Health Planning and Development (OSHPD) and by the California Geological Survey. According to the information provided, the proposed structure will be established near the existing grade. Significant cuts and/or fills are not anticipated. We understand that the building will be single story wood -frame structure with concrete slab -on -grade foundations. Foundations are expected to be lightly loaded (less than 500 pounds per square foot total low ad). For the purposes of our analysis and report, we have assumed that structural loads will not exceed 2 kips per linear foot for wall footings and 50 kips for column footings. If structural loads exceed those used in our analysis, we should be notified so we may evaluate their impact on the foundation settlements and subgrade preparation. Site development will include grading, building pad preparation, installation of underground utilities, parking lot, and sidewalk construction. The site is near level without retaining walls or slopes. The site is currently vacant and was previously graded. Adjacent properties are approximately level with this site. Landmark Consultants, Inc. Page 1 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 1.2 Purpose and Scope of Work The purpose of our geotechnical investigation was to evaluate the physical characteristics of the on-site soils and to provide professional opinions regarding site grading, geotechnical constraints in design of foundations, floor slabs, and vehicular pavements. Our scope of work included the following: • Review of background information including available published geologic maps and literature; • Field explorations including drilling four (4) hollow -stem auger borings to a depth of 23.5 to 51.5 feet for subsurface soil sampling; • Laboratory testing of selected soil samples including: particle size analysis, in-place density, in-place moisture, direct shear, collapse potential, and chemical analyses consisting of soluble sulfate and chloride contents, pH, and resistivity; • Engineering analysis and evaluation of the data collected; and • Preparation of this report presenting our findings, professional opinions, and recommendations for the geotechnical aspects of the project design and construction. I Our scope of work specifically excludes an evaluation of the site for the presence of hazardous materials or conditions. 1.3 Authorization Mr. Marco DePalma of Greystone Communities provided authorization to proceed with our work on February 22, 2005. We conducted our work according to our written proposal dated February 4, 2005. Landmark Consultants, Inc. Page 2 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration The subsurface investigation at the site was performed on February 25, 2005. Drilling of the hollow stem auger borings was performed by 2R Drilling of Ontario, California. The borings were advanced with a truck -mounted, CME 55 drill rig using 8 -inch diameter, hollow -stem, continuous -flight augers. The approximate boring locations were established in the field by taped measurements referenced from existing features and are approximate only. The boring locations are shown on the Site and Exploration Plan (Plate A-2). The purpose of the exploratory borings was primarily to conduct Standard Penetration Tests (SPT) tests, to confirm the soil conditions previously encountered, and to obtain soil samples for laboratory observation and testing. A staff geologist observed the drilling operations and maintained a log of the soil encountered and sampling depths, visually classified the soil encountered during drilling in accordance with the Unified Soil Classification System, and obtained drive tube and bulk samples of the subsurface materials at selected intervals. Relatively undisturbed soil samples were retrieved using a 2 -inch outside diameter (OD) split -spoon sampler or a 3 -inch OD Modified California Split -Barrel (ring) sampler. The samples were obtained by driving the sampler ahead of the auger tip at selected depths. The drill rig was equipped with a 140 - pound CME automatic hammer for conducting Standard Penetration Tests (SPT). The number of blows required to drive the samplers 12 inches into the soil is recorded on the boring logs as "blows per foot". The blow count (N values) reported on the boring logs represent the field blow count. No corrections have been applied to the blow counts shown on the boring logs for effects of overburden pressure, automatic hammer drive energy, drill rod lengths, liners, and sampler diameter. After logging and sampling the soil, the exploratory borings were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill. Landmark Consultants, Inc. Page 3 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Boring logs are presented on Plates B-1 through B-4 in Appendix B of this report. A key to the boring logs is presented on Plate B-5. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradational over some range of depth. 2.2 Laboratory Testine Laboratory tests were conducted on selected bulk (auger cuttings) and relatively undisturbed soil samples obtained from the soil borings to aid in classification and evaluation of selected engineering properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests: ► Particle Size Analyses (ASTM D422) — used for soil classification and liquefaction evaluation ► Unit Dry Density (ASTM D2937) and Moisture Content (ASTM D2216) — used for in-situ soil parameters ► Collapse Potential (ASTM D5333) — used for hydroconsolidation potential evaluation. ► Direct Shear (ASTM D3080) — used for soil strength determination ► Chemical Analyses (soluble sulfates & chlorides, pH, and resistivity) (Caltrans Methods) — used for concrete mix evaluations and corrosion protection requirements. The laboratory test results are presented on Plates C-1 through C-5 in Appendix C of this report. Landmark Consultants, Inc. Page 4 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 3 DISCUSSION 3.1 Site Conditions The proposed skilled nursing facility site is located at the northeast corner of Avenue 50 and Washington Street in La Quinta, California. The site location is depicted on Plate A-1, Site Vicinity Map. The project site is currently vacant with scattered desert vegetation covering the site. The site topography is gently undulating from site grading and natural sand dune formation. Avenue 50 abuts the southern portion of the site and the La Quinta Stormwater channel forms the eastern boundary of the site. 3.2 Geologic Settin¢ The site is located in the northern portion of the Salton Trough physiographic province. The Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and the southwest by faults of the San Jacinto Fault Zone. The Salton Trough represents the northward extension of the Gulf of California and has experienced continual in -filling with both marine and non -marine sediments since the Miocene Epoch. The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges (Little San Bernardino and Grocopia Mountains) to the north and east. Hundreds of feet to several thousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlay the Coachella Valley. A representative cross section of the subsurface conditions is presented in Plate A-3, Schematic Geologic Cross Section. Landmark Consultants, Inc. Page 5 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 to 50 feet MSL along the Santa Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much of the eastern Coachella Valley with alluvial outwash along the flanks of the valley. A regional geologic map is provided in Appendix A (Plate A-6). 3.3 Site Subsurface Conditions The results of our subsurface investigation at the site, along with the review of available geologic maps and literature, indicate that the site is underlain by interbedded sandy silts and silty sands to the maximum depth explored of 50 feet. The silts and sands are medium dense and generally fine grained. Groundwater was not encountered in the borings. The surface geology of the site is depicted on Plate A-2. A schematic geologic cross section is presented on Plate A-3. In and climatic regions, granular soils may have a potential to collapse upon wetting. This collapse (hydroconsolidation) phenomena is the result of the loss of cementation and structural collapse upon saturation and dissolution of soluble carbonates. Based on the laboratory test results, the upper 5 feet of soils are susceptible to collapse when wetted (hydroconsolidation). The potential for damage from settlement due to collapse is considered low. The results of the collapse test are presented on Plates C-1 and C-2. To provide more uniform foundation support, and to mitigate the potential for settlement due to hydroconsolidation, the upper 5 feet of soil should be densified. Densification of the upper 4 feet may be required in conjunction with deep densification. Landmark Consultants, Inc. Page 6 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4 Seismicity 3.4.1 Historic Seismicity The Coachella Valley is one of the most seismically active regions in the United States, and has experienced several historical events of magnitude 5.8 or more. The following briefly outlines seismic events that have significantly affected the Coachella Valley in the past 100 years. ► Desert Hot Springs Event - On December 4, 1948 a magnitude 6.5 earthquake occurred east of Desert Hot Springs (Proctor, 1968). ► Palm Springs Event - A magnitude 5.9 earthquake occurred on July 8, 1986 in the Painted Hills causing minor surface creep of the Banning segment of the San Andreas Fault (USGS,1987). ► Desert Hot Springs Event - On April 22, 1992 a magnitude 6.1 earthquake occurred in the mountains 9 miles east of Desert Hot Springs (OSMS, 1992). ► Landers Event - Early on June 28, 1992, the Coachella Valley was subjected to the largest seismic event to strike Southern California in 40 years. The Landers earthquake had a main shock with a 7.5 magnitude. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. Surface horizontal offsets attained a maximum of 21 feet (OSMS, 1992). ► Big Bear Event - Approximately three hours after the Landers Event on June 28, 1992, a magnitude 6.6 earthquake occurred 10 miles southeast of Big Bear Lake. The earthquake occurred on a previously unknown fault trending northeast from the San Andreas fault in the San Bernardino Mountains (OSMS, 1992). Figure 1, Map of Regional Faults and Seismicity, shows the known faults in the region with respect to the subject site. A list of historic earthquakes in the vicinity of the site is presented on Table 1. Landmark Consultants, Inc. Page 7 La Paloma Skilled Nursing Facility -- La Quinta, CA LCI Report No. LP05043 34.75 34.50 34.25 34.00 33.75 33.25 -117.25 MAP OF REGIONAL FAULTS AND SEISMICITY -117.0 .116.75 -116.50 -116.26 -118.00 .115.75 CopynglA 1997 by Shelton L. Shinger, GE Faults and Seismic Zones from Jennings (1994), Earthquakes modified from Ellsworth (1990) catalog. Figure 1. Map of Regional Faults and Seismicity Landmark Consultants, Inc. t M5.5+ ♦ M 5.9-6.4 o M 6.5 - 6.9 ■ M 7.0+ L o o s E -C EJ 7.3 (92) 6.4 ,a (82) nd T Joshu 7dlands 6.2 r4 ° P95 6.1 (92) '. Ca z 6.5 0(46) Palmy gngs RIVERSIDE CO. San acinto Palm Desert Legends to Faults: Algodones Indy La (�Htir/¢oJectte AL: fIJJ BM: Borrego Mountain BR: Brawley BSZ: Brawley Seismic Zone CC: Coyote Creek M a CP: Cerro Prieto EH: East Highline Shore EL: Elmore Ranch ELS -c: Elsinore -Coyote Creek segment IM: Imperial Desent6h res ALOS o) LS: Laguna Salada SA: San Andreas SH: Superstition Hills 6 x(69):, Salton SM: Superstition Mtn SJ-bm: San Jacinto -Borrego Mtn. segment Sa/t' Ci Sea -117.0 .116.75 -116.50 -116.26 -118.00 .115.75 CopynglA 1997 by Shelton L. Shinger, GE Faults and Seismic Zones from Jennings (1994), Earthquakes modified from Ellsworth (1990) catalog. Figure 1. Map of Regional Faults and Seismicity Landmark Consultants, Inc. La Patoma Skilled Nursing Facility -- La Quinta, CA LCI Report No LP05043 Table 1 Histnrir. F_arfhmiakan in Virinity of Prninrf Sita_ M > 5.5 Event Name Day Year Epicenter Latittude Longitude (Degrees) Distance from Site mi Reported Magnitudes Mw Ms M -L M•1 Estimated Site PGA Terwilliger Valley 03/25 1937 33.5 116.4 17 6.0 6.0 5.9 0.10 Desert Hot Spgs 12/04 1948 33.9 116.4 18 6.0 6.5 6.5 0.09 Desert Hot Spgs 04/22 1992 34.0 116.3 19 6.1 6.1 0.09 02/09 1890 33.4 116.3 20 6.3 0.10 04/28 1969 33.3 116.3 24 5.8 0.07 07/24 1947 34.0 116.5 25 5.5 0.06 Palm Springs 07/08 1986 34.0 116.6 27 6.2 6.0 5.9 0.08 Arroyo Salads 03/19 1954 33.3 116.2 29 6.4 6.2 6.2 0.08 08/15 1945 33.2 116.1 34 5.7 0.05 05/28 1892 33.2 116.2 34 6.3 0.07 Borrego Mtn 04/09 1968 33.2 116.1 36 6.5 6.8 6.8 6.3 0.07 Landers 06/28 1992 34.2 116.4 38 7.3 7.5 7.4 0.10 San Jacinto 04/21 1918 33.8 117.0 41 6.8 6.9 6.8 0.07 San Jacinto 12/25 1899 33.8 117.0 42 6.4 6.6 0.07 Pinto Mountain 05/02 1949 34.0 115.7 42 5.9 0.05 Fish Creek Mtn 10/21 1942 33.1 116.1 46 6.6 6.5 6.3 0.06 10/22 1942 33.2 115.7 46 5.5 0.03 Big Bear 06/28 1992 34.2 116;8 47 6.4 6.6 6.5 0.05 Elmore Ranch 11/23 1987 33.1 115.8 51 5.9 6.2 5.8 0.04 Superstition Hills 11/24 1987 33.0 115.8 53 6.5 6.6 6.0 0.05 Westmorland 04/26 1981 33.1 115.6 56 5.9 6.0 5.6 0.04 07/29 1950 33.1 115.6 57 5.5 0.03 01/24 1951 33.0 115.7 58 5.6 0.03 06/14 1953 33.0 115.7 61 5.5 0.03 07/23 1923 34.0 117.3 62 6.0 6.0 0.04 Glen Ivy Springs 05115 1910 33.7 117.4 64 5.5 6.0 0.03 Brawley Aftershock 10/15 1979 33.0 115.6 65 5.8 0.03 07/30 1894 32.8 116.8 68 6.0 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: 1.) Earthquake information primarily from Ellsworth (1990) in USGS PP 1515 and USBR (1976) 2.) Magnitude Scales: Mw- moment magntude, M -L -Local (Richter) magnitude, Me - surface wave magnitude, M-1 - estimated from felt area intensity. 3.) Before 1930, Epicenters of earthquakes are approximate, indicated to nearest 0.5 to 0.1 degree. Landmark Consultants, Inc. La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.2 Faulting and Seismic Sources Our research of regional faulting indicates that twenty-nine (29) known faults or seismic zones lie within a 62 -mile (100 kilometer) radius of the site, as listed on Table 2. The Maximum Magnitude Earthquake (Mmax) listed in Table 2 was obtained from published geologic information available for each fault (CDMG OFR 96-08 and Jennings, 1994). 3.4.3 Seismic Design Parameters The site is located in the seismically active Coachella Valley in Southern California. The probability of the site being to be subjected to moderate to strong ground shaking from earthquakes in the region during the lifetime of the facility is considered high. The proposed structure should be designed to resist such motions. Seismic Zoning: The Seismic Safety Element of the 1992 Riverside County General Plan establishes seismic hazard zones. The site lies within the Liquefaction Hazard area established by this Seismic Safety Element. These seismic hazard zones are used in evaluating the suitability of land use. The project site and proposed development are classified according to the Seismic Safety Element as follows: Land Use: Normal — High Risk Ground Shaking Zone: III Soil & Groundwater Condition: CL - thick recent alluvium GWT greater than 30 feet Liquefaction Potential: Low Land Use Suitability: Generally Suitable — Acceptable; however, if specific concerns are identified, site investigation and/or mitigation may be required. Landmark Consultants, Inc. Page 8 La Paloma Skilled Nursing Facility -- La Quinta. CA LCI Report No. LP0550-13 Table 2 FAULT PARAMETERS & DETERMINISTIC FRTIMATFC AF PEAK PRn11Nn ACCFI FRATIAN /Pr:A% Fault Name or Seismic Zone Distance (mi) & Direction from Site Fault Type Fault Length km Maximum Magnitude Mmax Mw Avg Slip Rate m r Avg Return Period re Date of Last Rupture ear Largest Historic Event >5.5M ear Est site PGA Reference Notes: 1 1(2 )1(3)1 2 4 3 3 3 5 6 San Andreas Fault System - Coachella Valley 7.0 NE A A 95 7.4 25 220 1690+1- 6.5 1948 0.37 - San Gorgonio -Banning 7.3 NNE A A 98 7.4 10 --- 1690+1- 6.2 1986 0.36 - San Bernardino Mtn 25 NW A A 107 7.3 24 433 1812 6.5 1812 0.14 - Whole S. Calif. Zone 7.0 NE A A 345 7.9 -- -- 1857 7.8 1857 0.48 San Jacinto Fault System - Hot Spgs-Buck Ridge 16 SW B A 70 6.6 2 354 6.3 1937 0.13 - Anza Segment 19 SSW A A 90 7.2 12 250 1918 6.8 1918 0.17 - Coyote Creek 21 SW B A 40 6.8 4 175 1968 6.5 1968 0.13 - Borrego Mtn 34 SSE B A 29 6.6 4 175 6.5 1942 0.08 - San Jacinto Valley 36 W B A 42 6.9 12 83 6.8 1899 0.09 - Elmore Ranch 48 SE B A 29 6.6 1 225 1987 5.9 1987 0.06 - Superstition Mtn. 52 SSE B A 23 6.6 5 500 1440+1- 0.06 - Superstition Hills 53 SSE B A 22 6.6 4 250 1987 6.5 1987 0.06 - San Bernardino Seg. 59 WNW B A 35 6.7 12 100 6.0 1923 0.06 - Whole Zone 19 SW A A 245 7.6 - -- 0.19 Elsinore Fault System - Earthquake Valley 39 SSW B A 20 6.5 2 351 0.07 - Julian Segment 42 SW A A 75 7.1 5 340 0.09 -TemeculaSegment 46 WSW B A 42 6.8 5 240 0.07 - Coyote Segment 49 S B A 38 6.8 4 625 0.06 - Glen Ivy Segment 62 W B A 38 6.8 5 340 6.0 1910 0.05 Whole Zone 42 SW A A 250 7.5 - 0.11 Mojave Faults Blue Cut 16 N B C 30 6.8 1 762 0.16 Burnt Mtn 19 NNW B C 20 6.4 0.6 5,000 1992 7.3 1992 0.11 Eureka Peak 19 N C C 19 6.4 0.6 5,000 1992 6.1 1992 0.11 Morongo 30 NW C C 23 6.5 0.6 1,172 5.5 1947 0.08 Pinto Mountain 31 NNW B B 73 7.0 2.5 499 0.10 S. Emerson -Copper Mtn. 34 N B C 54 6.9 0.6 5,000 0.09 Notes: 1. Jennings (1994) and CDMG (1996) 2. CDMG (1996); where Type A faults - slip rate >5 mm/yr and well constrained paleoseismic data Type B faults - all other faults. 3. WGCEP (1995) 4. CDMG (1996) based on Wells & Coppersmith (1994) 5. Ellsworth Catalog in USGS PP 1515 (1990) and USBR (1976), Mw= moment magnitude, 6. The deterministic estimates of the Site PGA are based on the attenuation relationship of: Boore, Joyner, Fumal (1997) Consultants. Tnc. La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.4 Earthquake Ground Motions A probabilistic seismic hazards analysis (PSHA) of the site was performed to provide estimates of the Peak Ground Acceleration (PGA) at the. site and to develop site specific response spectra. The ground motions were estimated for two events. The Upper Bound Earthquake (UBE) defined as an event having a 10% probability of exceedance in 100 years, or a return period of 949 years; and the Design Basis Earthquake (DBE) defined as an event having a 10% probability of exceedance in 50 years, or a return period of 475 years. Based on available soils and geologic information, typical shear wave velocities. for. the subsurface soils in the Coachella Valley are approximately 250 to 400 m/s. The PSHA was performed assuming a shear wave velocity of 310 m/s for the subsurface soils at the project site. The PGA estimates and the response spectra were calculated using the computer program FRISKSP (Blake, 2000) and the attenuation relationship of Boore, Joyner, and Fumal (1997) Soil 310. Table 3 presents the estimated PGA for the two earthquakes. The site specific response spectra and the summary printouts of the fault parameters utilized in the probabilistic analysis are included in Appendix D. Table 3 Probabilistic Estimates: Peak Ground Acceleration (PGA) Ground Motion Probability Return Period PGA - in g's - UBE 10% in 100 years 949 years 0.76 DBE 10% in 50 years 475 years 0.63 Design of the structures should be performed in accordance with the design methods outlined in the 2001 California Building Code (CBC), and seismic design parameters as recommended by the Structural Engineers Association of California. Landmark Consultants, Inc. Page 9 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.4.5 California Buildin¢ Code Seismic Values The site is designated by the CBC as Seismic Zone 4 and is located approximately 7.0 miles (11.3 km) southwest of the San Andreas Fault (CBC Fault Type A). The following table lists the recommended CBC factors for design in this area. Table 4 CBC Seismic Coefficients for Chapter 16 Seismic Provisions 3.5 Geologic Hazards 3.5.1 Faulting and Seismicity The site is located in the seismically active southern California region, and is expected to be subjected to moderate to strong ground shaking during the design life of the project. The site is not located within a currently designated Fault -Rupture Hazard Zone (CDMG Special Publication 42). The closest known active fault to the site is the San Andreas Fault (CBC Type A fault). This fault is located about 7.0 miles northeast of the site. The possibility of ground surface rupture related to active faulting on currently unrecognized faults exists throughout the seismically active Coachella Valley region. However, given the current state of knowledge regarding seismicity of the Coachella Valley, prediction of the location of such future ground rupture is not possible at this time. Landmark Consultants, Inc. Page 10 Seismic Distance to Near Source Factors Seismic Coefficients CBC Code Soil Profile Source Critical Edition Type Type Source Na Nv Ca Cv 2001 So A < 11.3 km 1.00 1.15 0.44 0.73 (stiff soil) Ref. Table 16-J 16-U --- I 16-S 16-T 16-Q 16-R 3.5 Geologic Hazards 3.5.1 Faulting and Seismicity The site is located in the seismically active southern California region, and is expected to be subjected to moderate to strong ground shaking during the design life of the project. The site is not located within a currently designated Fault -Rupture Hazard Zone (CDMG Special Publication 42). The closest known active fault to the site is the San Andreas Fault (CBC Type A fault). This fault is located about 7.0 miles northeast of the site. The possibility of ground surface rupture related to active faulting on currently unrecognized faults exists throughout the seismically active Coachella Valley region. However, given the current state of knowledge regarding seismicity of the Coachella Valley, prediction of the location of such future ground rupture is not possible at this time. Landmark Consultants, Inc. Page 10 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.5.2 Landslidine No ancient landslides are shown on geologic maps of the region, and no indications of landsliding were observed during our site investigation. Based on the level topography of the site, the potential for landsliding is considered very low. 3.53 Liquefaction Liquefaction is the sudden loss of shear strength in loose, saturated granular soil due to vibratory motions such as those associated with earthquakes. Liquefaction may produce ground settlement, ground rupture, and lateral spreading, which may result in foundation failure. The potential for liquefaction is greatest when: 1) the soils are saturated (groundwater is at depths of less than 50 feet); 2) the soils are loose (low to medium relative density); 3) the soils consist of fine-grained cohesionless material; and, 4) high intensity ground shaking occurs. Groundwater was not encountered within the maximum depth explored of 50 feet. Therefore, the potential for liquefaction at the site is considered low. 3.5.4 Seismic Settlement An evaluation of the seismic settlement potential was performed using the relationships developed by Tokimatsu and Seed (1984, 1987) for dry sands. This method is an empirical approach to quantify seismic settlement using SPT blow counts (or equivalent SPT blow counts from CPT data), and PGA estimates from the probabilistic seismic hazard analysis. The computer printouts for the estimates of induced settlement are included in Appendix D. Landmark Consultants, Inc. Page 11 La Paloma Skilled Nursing Facility - La Quinta, CA LCI Report No. LP05043 ,pr" q�,a•q, } s•F 1-p V S"TEa+ lel 5.6L�• t gf. 00 PSV? per, - 11C�PI.nc�• gyp' The soils beneath the site consist of loose to medium dense silty sand and silt. Based on the empirical relationships, total induced settlements are estimated to be on the order of 1 %: to 4 inches in the event of an UBE magnitude earthquake. Should settles eu_nt n hu ed utifi lines and�—may nnr�u>e-ee Therefore we recommend that utilities _especially at,the of_en _ to the buildings, be designed to accommodate differential movement. Mitigation: Ground improvement methods are available to mitigate seismic settlement such as: vibro-compaction, vibro-replacement, geopiers, or compaction grouting. The use of some of the deep densification techniques may be limited by the proximity of existing facilities due to the anticipated vibrations associated with the If deep densification is used, conventional spread foundations and slab on 41 be used. Other means to mitigate the settlement potential include either a dation system. rigid mat foundations and grade -beam reinforced foundations that can withstand localized and temporary reduction of soil bearing aavacity accompanied by some differential movement or tilting. Furthermore, if the of surface settlement on the order of 1 to 2 inches is of soil may be removed and replaced as compacted fill. densification is not used, the designer may consider to continuous footings (conventional or tensioned tendons. Deep foundations such as drilled piles. the upper 10 feet the structures * to tie floor slabs and isolated columns or tied with ,(hese alternatives reduce the potential effects of seismic settlements by making the structures more able to withstand differential settlement. It is recommended that options 1 and 2 be used in conjunction with removal and recompaction of at least the upper 10 feet. Landmark Consultants, Inc. Page 12 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 3.5.4 Tsunamis/Seiches/Floodina The site is not located near any large, open bodies of water. The hazard of tsunamis and seiches impacting the site is considered very low. During heavy rain events, there may be localized flooding of the La Quinta Stormwater channel to the east of the site. 3.5.5 Volcanic Hazards The site is not located in proximity to any known volcanic activity, and the risk of volcanic hazards is considered very low. 3.5.6 Expansive Soils The site is underlain by sandy soils, which are not considered to be expansive. Landmark Consultants, Inc. Page 13 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 4 CONCLUSIONS Based on the results of our field investigation and laboratory tests, it is our opinion that the proposed skilled nursing facility is feasible from a geotechnical standpoint, provided that the conclusions and recommendations contained in this report are incorporated in the project plans and specifications, and are implemented during construction of the project. The following summarizes some of the pertinent geotechnical issues identified in our study: • No known active or potentially active faults cross the site. The closest active fault to the site is the San Andreas Fault, located approximately 7.0 miles to the northeast. • The site is considered likely to be subjected to high ground accelerations related to regional fault activity. The peak ground acceleration (PGA) for the Upper Bound Earthquake is estimated to be 0.76g. The PGA for the Design Basis Earthquake is estimated to be 0.638. • The on-site surface soils consist of silty sand and sandy silt. • Groundwater was not encountered within the maximum depth explored of 50 feet. The potential for liquefaction or liquefaction induced settlement is considered low. • The potential for other geologic hazards including landsliding, tsunamis/seiches, and volcanic hazards are considered low. • Resistivity tests indicate severe to very severe potential for metal loss due to electrochemical corrosion processes. • Seismic settlement of the loose to medium dense materials on the order of 1 '/z to 4 inches may occur in the event of an UBE. • The potential for seismic settlement may be mitigated by deep densification such as vibro-compaction and vibro-replacement. If the deep densification is used, the proposed structure may be supported on shallow spread footings. • Structurally supported slabs, drilled piles or a mat foundation may be used if deep densification is not performed. • Deep removal and recompaction may be used in conjunction with shallow reinforced foundations as noted in Section 3.5.4. Landmark Consultants, Inc. Page 14 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 5 RECOMMENDATIONS 5.1 Site Preparation 5.1.1 Clearine and Grubbin¢ At the time of construction, all debris and vegetation such as grass or weeds on the site should be removed. Organic, strippings should be hauled from the site and should not be incorporated into any engineered fills. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions should be located by the grading contractor and removed under our supervision. All artificial fill should be removed from the proposed building, flat work, and pavement areas. Excavations resulting from site clearing should be dish -shaped to the lowest depth of disturbance and backfilled with engineered fill as described below under continuous observations by the geotechnical engineer's representative. Removed soil free of debris, vegetation, and other deleterious matter may be suitable for fill in areas outside of the building pads. 5.1.2 Buildine Pad Preparation If deep densification is not performed and to provide more uniform support, we recommend that the area beneath the proposed floor slabs be overexcavated to allow the placement of at least 10 feet of compacted fill. If deep densification is used, the upper soils should be removed to allow the placement of at least 2 feet of compacted fill beneath the foundations. The overexcavation should extend at least five feet beyond all exterior wall/column lines (including adjacent concreted areas). After overexcavation and prior to placement of any fill, the exposed subgrade should be scarified to a depth of 8 inches, uniformly moisture conditioned to f2% of optimum moisture content, and recompacted a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods. Landmark Consultants, Inc. Page 15 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 At least 2 feet of compacted fill should be placed beneath areas other than the building pad which are to receive concrete slabs or pavement. Prior to placement of any new fill, the exposed subgrade should be scarified to 8 inches, moisture conditioned to within 2% of optimum moisture content, and recompacted to a minimum of 90% of ASTM D1557 maximum density just prior to concrete placement. 5.1.3 En¢ineered Fill Soils The native granular soils are suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8 inch lifts (loose) and compacted to a minimum of 90% of ASTM D1557 maximum dry density. The moisture content should be maintained within 2% of optimum moisture content. Imported fill soil (if required), should be similar to the on-site soils or non -expansive, granular soils meeting the USCS classifications of SM, SP -SM, or SW -SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site. hnported granular fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to a minimum of 90% of ASTM D1557 maximum dry density at optimum moisture ±2%. Trench Backfill: On-site soil free of debris, vegetation, and other deleterious matter may be suitable for use as utility trench backfill. Granular material is acceptable for backfill of utility trenches. Backfill soil within paved areas should be placed in layers no more that 6 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density except for the top 12 inches of the trench which shall be compacted to at least 95%. Native backfill should only be placed and compacted after encapsulating buried pipes with suitable bedding and pipe envelope material. Pipe envelope/bedding should either be clean sand (Sand Equivalent SE>30) or crushed rock when encountering groundwater. Precautions should be taken in the compaction of the backfill to avoid damage to the pipes and structures. Landmark Consultants, Inc. Page 16 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.1.4 Moisture Control and Drainaee The moisture condition of the building pad should either be maintained during trenching and utility installation until concrete is placed or should be re -wetted before initiating delayed construction. Post -construction maintenance of proper drainage is critical to the future performance of the project. Gutters and downspouts connected to existing or proposed storm drain systems may be considered as a means to convey water away from foundations. Large trees and/or shrubs should be maintained away from buildings a distance equal to their expected height. Drainage should be maintained across paved areas and away from structures. Water should not be allowed to pond on or near the building or paved areas. 5.1.5 Observation and Density Testin¢ All site preparation and fill placement should be continuously observed and tested by a representative of a qualified geotechnical engineering firm as required by the CBC. This includes the excavation and scarification process to detect any undesirable materials, conditions or soft areas that may be encountered in the construction area. The geotechnical firm that provides observation and testing during construction shall assume the responsibility of "geotechnical engineer of record', and as such, shall perform additional testing/investigation as necessary to satisfy themselves as to the site conditions and the geotechnical recommendations for site development. The geotechnical engineer should provide a verified report of the as -graded site and building support pad conditions. 5.1.6 Auxiliary Structures Foundation Preparation Auxiliary structures such as retaining walls may be supported in the manner recommended for building pads, except the overexcavation and replacement may be limited to 3 feet beyond the footing line. Landmark Consultants, Inc. Page 17 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2 Foundations and Settlements 5.2A Spread Footines If the on-site soils are densified, conventional shallow spread footings may be used. Foundations supported on compacted fill may be designed using an allowable soil bearing pressure of 2,000 pounds per square foot for dead and live loads. The allowable soil pressure may be increased by 20% for each foot of depth below 18 inches up to a maximum of 3,000 psf and by one-third for short-term loads induced by winds or seismic events. Structures with erade-beam reinforced foundations placed on the native soils shall haue,a maximum_ grade -b„ eam s�acof 20 feet. Foundations placed on engineered fill should be embedded a minimum of 18 inches below the lowest adjacent final grade. Interior footings should extend at least 12 inches below the lowest adjacent floor slab. Continuous wall footings should have a minimum width of 18 inches. Column footings should have a minimum width of 30 inches. Design of foundation reinforcement should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. The passive resistance of the granular fill may be assumed to be equal to an equivalent fluid pressure of 250 pounds per cubic foot for the non -expansive granular fills. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.35 may be used between the base of the footings and the engineered fill to resist lateral loading. Non -seismically induced foundation movements are estimated to be on the order of 1/4 inch with differential movements of about two-thirds of total settlement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. Seismically induced settlements are addressed in Section 3.5.4of this report. Landmark Consultants, Inc. Page 18 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2 Foundations and Settlements 5.2.1 Spread Footings If the on-site soils are densified, conventional shallow spread footings may be used. Foundations supported on compacted fill may be designed using an allowable soil bearing pressure of 2,000 pounds per square foot for dead and live loads. The allowable soil pressure may be increased by 20% for each foot of depth below 18 inches up to a maximum of 3,000 psf and by one-third for short-term loads induced by winds or seismic events. Foundations placed on engineered fill should be embedded a minimum of 18 inches below the lowest adjacent final grade. Interior footings should extend at least 12 �y inches below the lowest adiacent floor slab. Continuous wall footings should have a minimum width of 18 inches. Column footings should have a minimum width of 30 inches. Design of foundation reinforcement should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. The passive resistance of the granular fill may be assumed to be equal to an equivalent fluid pressure of 250 pounds per cubic foot for the non -expansive granular fills. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.35 may be used between the base of the footings and the engineered fill to resist lateral loading. Non -seismically induced foundation movements are estimated to be on the order of % inch with differential movements of about two-thirds of total settlement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. Seismically induced settlements are addressed in Section 3.5.4of this report. Landmark Consultants, Inc. Page 19 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2.2 Drilled Piles The estimated ultimate downward and upward capacities of driven 18- and 24 -inch diameter drilled piles are presented on Figure 2, Drilled Pile Capacities. The pile capacities are ultimate -pile capacities and were estimated assuming that the pile capacity will be developed in skin friction. The vertical capacities of other pile sizes may be assumed to be proportional to the perimeter of the pile. In addition to the structural loads, we recommend that a load of 5,000 kips due to the estimated downdrag forces be considered. Dead -plus -live load capacities are shown; a one-third increase in these capacities may be used when considering wind or seismic loads. The pile capacities presented are based on the strength of the soils. The compressive and tensile strength of the pile section itself should be checked to verify the structural capacity of the piles, under potential overstressing conditions such as: handling, driving and final lateral loading. Piles in groups should be spaced not less than 3 feet or 2'/z equivalent pile diameters on centers, whichever one is greatest. If the piles are so spaced, no reduction in either the downward or upward capacity of the piles due to group action need be considered in design. 5.2.3 Lateral Loads Lateral loads may be resisted by the piles, and by the passive resistance of the soils against piles, pile caps and grade beams. Based upon the selection of a pile supported structural slab, frictional resistance should not be assumed between the floor slab and the underlying soils. It may be assumed that the soils adjacent to an 18 -inch diameter pile at least 20 feet long can resist horizontal shear loads imposed at the top of the pile of up to 18,000 pounds. The lateral resistance of other sizes of piles may be assumed to be proportional to the pile diameter. Landmark Consultants, Inc. Page 19 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.2.2 Drilled Piles The estimated ultimate downward and upward capacities of driven 18- and 24 -inch diameter drilled piles are presented on Figure 2, Drilled Pile Capacities. The pile capacities are ultimate pile capacities and were estimated assuming that the pile capacity will be developed in skin friction. The vertical capacities of other pile sizes may be assumed to be proportional to the perimeter of the pile. In addition to the, structural loads, we recommend that a load of 5,000 kips due to the estimated downdrag forces be considered. Dead -plus -live load capacities are shown; a one-third increase in these capacities may be used when considering wind or seismic loads. The pile capacities presented are based on the strength of the soils. The compressive and tensile strength of the pile section itself should be checked to verify the structural capacity of the piles, under potential overstressing conditions such as: handling, driving and final lateral loading. Piles in groups should be spaced not less than 3 feet or 2'/z equivalent pile diameters on centers, whichever one is greatest. If the piles are so spaced, no reduction in either the downward or upward capacity of the piles due to group action need be considered in design. 5.2.3 Lateral Loads Lateral loads may be resisted by the piles, and by the passive resistance of the soils against piles, pile caps and grade beams. Based upon the selection of a pile supported structural slab, frictional resistance should not be assumed between the floor slab and the underlying soils. C It may be assumed that the soils adjacent to an(! 8 -inch square pile at,?east 20 feet long can resist horizontal shear loads imposed at the top o e pile of up to 18,000 pounds. The lateral resistance of other sizes of piles may be assumed to be proportional to the pile diameter. Landmark Consultants, Inc. Page 19 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 In calculating the maximum bending moment in the pile, the lateral load imposed at the top of the pile may be multiplied by an assumed moment arm of about 4 feet. For design, it may be assumed that the maximum bending moment will occur at or near the top of the pile and that the bending moment will decrease to zero at a depth of about 15 feet below the pile cap. These estimates were based on an assumed deflection at the top of the pile of 1/4 -inch. The lateral capacity and reduction in the bending moment are based in part on the assumption that any required backfill adjacent to the pile caps and grade beams will be compacted as recommended herein. The passive resistance of the fills against pile caps and grade beams may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. 5.2.4 Installation Drilled foundations should be observed by a representative of a qualified geotechnical firm to verify that the proper bearing strata and depth are obtained. Pile excavations should be filled with concrete as soon after drilling and inspection as possible. The holes should not be left open overnight. The concrete should be placed in such a manner as to prevent the concrete from free -falling more than 5 feet and from striking the sides of the excavation. 5.3 Slabs -On -Grade Concrete floor slabs should be a minimum of 4 inches thick when placed over 4 feet of compacted granular fill. Concrete floor slabs should be monolithically placed with the foundations or dowelled to footings placed in a 2 -stage pour. The concrete slabs should be placed on a 2 -inch concrete sand layer and a 10 -mil polyethylene vapor barrier placed over the granular fill pad that has been compacted to 90% of ASTM D1557 maximum dry density and moistened to approximately optimum moisture just before the concrete placement. Landmark Consultants, Inc. Page 20 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Concrete slab and flatwork reinforcement should consist of a minimum of No. 3 bars at 18 - inch centers, both horizontal directions for slabs placed over non -expansive fill. Slab and steel reinforcement should be provided by the structural engineer/architect knowing the actual project loadings. The inspector of record should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control joints may be provided in all concrete slabs -on -grade at a maximum spacing of 2 to 3 times (in feet) the slab thickness (in inches) (12 feet maximum on -center, each way) as recommended by American Concrete Institute (ACI). All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut ('/< of slab depth) within 8 hours of concrete placement. Construction (cold) and expansion joints should either be thickened buttjoints with dowels or a thickened keyed joint designed to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to prevent moisture or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this and desert region. Wet burlap curing is generally recommended while minimizing construction joints. The placement and configuration of the concrete reinforcement and joints are guidelines only. The final design should be provided by the structural engineer and/or civil designer. All exterior flatwork (sidewalks and patios) should be underlain by 24 inches of moisture conditioned and compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. Concrete flatwork may be doweled to the perimeter foundations where adjacent to the building, and sloped 2% or more away from the building. Landmark Consultants, Inc. Page 21 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.4 Concrete Mixes and Corrosivitv Selected chemical analyses for corrosivity were conducted on samples from the project site (Plate C-5). The native soils were found to have low. sulfate ion concentrations (90 to 360 ppm). Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. The Uniform Building Code requires the use of Type V Portland Cement when the concrete is subjected to severe sulfate concentration. A minimum of 5.5 sacks per cubic yard of concrete of Type 11 Portland Cement with a maximum water/cement ratio of 0.55 (by weight) should be used for concrete placed in contact with native soil on this project (sitework including streets, sidewalks, driveways, patios, and other wall foundations). The native soils were also found to have low to moderate chloride ion concentrations (138 to 311 ppm). Chloride ions can cause corrosion of reinforcing steel and buried utilities. Resistivity determinations on the soils indicate severe to very severe potential for metal loss due to electrochemical corrosion processes. Mitigation of the corrosion of steel can either be achieved by using steel pipes coated with epoxy corrosion inhibitors, asphaltic coatings, cathodic protection or by encapsulating the portion of the pipe with densely consolidated concrete. A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water (to 18 inches above grade). Additionally, the concrete should be thoroughly vibrated during placement to decrease the permeability of the concrete. Due to the potential for corrosion of metallic piping, all water supply lines should be placed overhead, not beneath the slab. No fire risers shall be placed in mechanical rooms. No portion of metallic piping on site should be placed in direct contact with native soils. A corrosion engineer should be consulted to obtain final design recommendations. Landmark Consultants, Inc. Page 22 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 5.5 Excavations and Slopes All temporary site excavations should conform to CAL -OSHA requirements for Type C soils. The contractor is solely responsible for the safety of workers entering trenches. Permanent slopes should not be steeper than 3 to 1 (horizontal to vertical) to reduce wind and rain erosion. 5.6 Pavements Pavements should be designed according to CALTRANS or other acceptable methods. Traffic indices were not provided by the project engineer or owner; therefore, we have provided structural sections for several traffic indices for comparative evaluation. The public agency or design engineer should decide the appropriate traffic index for the site. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Based on the current State of California CALTRANS method, an estimated R -value of 40 for the subgrade soil and assumed traffic indices, the following table provides our estimates for asphaltic concrete (AC) and Portland Cement Concrete (PCC) pavement sections. RECOMMENDED PAVEMENTS SECTIONS R -Value of Subwade Soil - 40 (estimated) Design Method - CALTRANS 1990 Traffic Index Asphaltic Concrete Aggregate Base (assumed) Thickness (in.) Thickness (in.) 5.0 3.0 4.5 6.0 3.5 5.0 7.0 3.5 8.0 Notes: 1) Asphaltic concrete shall be Caltrans, Type B, % inch maximum medium grading, compacted to a minimum of 95% of the 75 -blow Marshall density (ASTM D1559). 2) Aggregate base shall conform to Caltrans Class 2 ('%4 in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density. 3) Place pavements on g inches of moisture conditioned (minimum 4% above optimum) native soil compacted to a minimum of 90% of the maximum dry density determined by ASTM D 1557. Landmark Consultants, Inc. Page 23 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 6 LIMITATIONS AND ADDITIONAL SERVICES 6.1 Limitations The recommendations and conclusions within this report are based on current information regarding the construction of the La Paloma Skilled Nursing Facility at the La Paloma Retirement Community in La Quinta, California. The conclusions and recommendations of . this report are invalid if: i • Structural loads change from those stated or the structures are relocated. • The Additional Services section of this report is not followed. • This report is used for adjacent or other property. • Changes of grade or groundwater occur between the issuance of this report and construction other than those anticipated in this report. • Any other change that materially alters the proiect from that proposed at the time We have based our findings and recommendations in this report on selected points of field exploration, laboratory testing, and our understanding of the proposed project. Furthermore, findings and recommendations are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil conditions could exist between and beyond the exploration points and groundwater conditions may change. These conditions may require additional studies, consultation, and possible design revisions. This report contains information that may he useful in the preparation of contract specifications. However, the report is not worded is such a manner that we recommend its use as a construction specification document without proper modification. The use of information contained in this report for bidding purposes should he done at the contractor's option and risk Landmark Consultants, Inc. Page 24 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 This report was prepared according to the generally accepted geotechnical engineering standards of practice that existed -in Riverside County at the time the report was prepared. No warranty, express or implied, is made in connection with our services. Because of potential changes in the Geotechnical Engineering Standards of Practice, this report should be considered invalid for periods after three years from the report date without a review of the validity of the findings and recommendations by our firm. The client has responsibility to see that all parties to the project including designer, contractor, subcontractor, and future owners are made aware of this entire report. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk 6.2 Additional Services The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be conducted during construction to check the field subsurface conditions and compliance of the recommendations that are the basis of this report. The geotechnical engineering firm providing the tests and observations shall assume the responsibility ofgeotechnical engineer ofrecord Additional tests and observations should include, but not necessarily be limited to the following: • Review of project plans and specifications, prior to their issuance for bidding, to check for compatibility with our recommendations and conclusions; • Observation and testing by the geotechnical consultant of record during site clearing, grading, excavation, placement of fills, building pad and subgrade preparation, and backfilling of utility trenches; • Observation of foundation excavations and reinforcing steel before concrete placement; • Consultation as may be required during construction. Additional information concerning the scope and cost of these services can be obtained from our office. Landmark Consultants, Inc. Page 25 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Section 7 REFERENCES Arango I., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotechnical Journal, Vol. 122, No. 11. Bartlett, Steven F. and Youd, T. Leslie, 1995, Empirical Prediction of Liquefaction -Induced Lateral Spread: ASCE Geotechnical Journal, Vol. 121, No. 4. Blake, T. F., 2000, FRISKSP - A computer program for the probabilistic estimation of seismic hazard using faults as earthquake sources. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1997, Empirical Near -Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo -Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 68, No. 1, p. 154-179. Building Seismic Safety Council (BSSC), 1991, NEHRP recommended provisions for the development of seismic regulations of new buildings, Parts 1, 2 and Maps: FEMA 222, January 1992. California Building Code, Title 24, Part 2, Volume 2, based on the International Conference of Building Officials (ICBG) Uniform Building Code, 1997 Edition. California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at h=://www.consrv.ca. og v/dm Shen/fltindex.html. California Division of Mines and Geology (CDMG), 1962, Geologic Map of California — San Diego -EI Centro Sheet: California Division of Mines and Geology, Scale 1:250,000. Ellsworth, W. L., 1990, Earthquake History, 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. 11`s Int. Conf. On Soil Mech. and Foundation Engineering, Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376. Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, A. L., 2003, An Analytical Model and Application for Ground Surface Effects from Liquefaction, PhD. Dissertation, University of Washington, 362 p. Landmark Consultants, Inc. Page 26 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35-1. Maley, R. P. and Etheredge, E. C., 1981, Strong motion data from the Westmorland, California earthquake of April 26, 1981: U.S. Geological Survey Open File Report 81-1149,18 p. Morton, P. K., 1977, Geology and mineral resources of Imperial County, California: California Division of Mines and Geology, County Report No. 7, 104 p. Mualchin, L. and Jones, A. L., 1992, Peak acceleration from maximum credible earthquakes in California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92-01. Naeim, F. and Anderson, J. C., 1993, Classification and evaluation of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Porcella, R., Etheredge, E., Maley, R., and Switzer, J., 1987, Strong motion data from the Superstition Hills earthquake of November 24, 1987: U.S. Geological Survey Open File Report 87-672, 56 p. Robertson, P. K. and Wride, C. E., 1996, Cyclic Liquefaction and its Evaluation based on the SPT and CPT, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, NCEER Technical Report 97-0022, p. 41-88. Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. Sharp, R. V., 1982, Tectonic setting of the Imperial Valley region: U.S. Geological Survey Professional Paper 1254, p. 5-14. Sylvester, A. G., 1979, Earthquake damage in Imperial Valley, California May 18, 1940, as reported by T. A. Clark: Bulletin of the Seismological Society of America, v. 69, no. 2, p. 547-568. Tokimatsu, K. and Seed, H. B., 1984, Simplified Procedures for the Evaluation of Settlements in Clean Sands: EERC Report No. UCB/EERC-84/16. Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. Landmark Consultants, Inc. Page 27 La Paloma Skilled Nursing Facility — La Quinta, CA LCI Report No. LP05043 U.S. Geological Survey (USGS), 1982, The Imperial Valley California Earthquake of October 15, 1979: Professional Paper 1254, 451 p. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515. U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at http://gldage.er.usgs.gov Working Group on California Earthquake Probabilities (WGCEP), 1992, Future seismic hazards in southern California, Phase I Report: California Division of Mines and Geology. Working Group on California Earthquake Probabilities (WGCEP), 1995, Seismic hazards in southern California, Probable Earthquakes, 1994-2014, Phase H Report: Southern California Earthquake Center. Youd, T. Leslie and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ASCE Geotechnical Journal, Vol. 121, No. 11. Youd, T. L. et. al., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, p. 817-833. Zimmerman, R. P., 1981, Soil survey of Imperial County, California, Imperial Valley Area: U.S. Dept. of Agriculture Soil Conservation Service, 112 p. Landmark Consultants, Inc. Page 28 Downward Pile Capacity in Kips 0 100 200 300 400 500 600 O I I 1 i i i i 10 d d LL 20 a �o U w CL 30 3 0 d m s ao CL d O 50 60 Z 0 24 - inch 18 - inch 50 100 150 200 250 300 Upward Pile Capacity in Kips Notes: 1) The indicated values refer to the total dead plus live load. A one-third increase may be used for wind or seismic loads. 2) Piles in groups should be spaced at least 3 diameters on centers and should be drilled and filled alternately. The concrete should be allowed to set at least 8 hours before drilling the adjacent pile. 3) The values are based on the strength of the soils. The actual pile capacities may be less than those indicated and may be limited by the strength of the piles. a DB&MBE/SBE Company Project No:: LPC 11 - Drilled Pier Compression Capacity Chart Figure 2 U IWJWoL wac LANDMARK �`�." m° Plate Project No.: LP05043 Vicinity Map A-7 0 1C 1{f PLANTER NTER s Legend Approximate Boring Location (typ) CARPORT PROLDF, TYF LANDMARK 11 •o�W Plate Project No.: LPO 043 Site and Exploration Plan A-2 1wil • t., 3 p- RV2 2 I 72 1�k It -g: 30 T, w, 'Ll V C t7 ON Pipfe t,-'Site AT �2 1% 44 1 G 9, 4g E. I w Li i 6 'K Hill 'LR Itn yr La qu na, 3.DTTvQuWsr%jTWSMDd YmmnAMEM So=eD=USGS 7Wft&ak.1AAMDete1H-1Dth=WGS94 Site Location Lat., N33.6864 Long; W116.2919 LAMARK Plate Project No.: TP05043 Topographic Map A-5 LANDMARK oo Plate Project No.: LP05043 Regional Geologic Map A-6 CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 w/autohammer PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED: 02/25/05 LOCATION: See Site and Exploration Plan LOGGED BY: TS 9 LOG OF BORING B-1 9 8 Y - g 6 L SHEET 1 OF 1 x Fz l o 3 2 n .. F >= a a h g u. x DESCRIPTION OF MATERIAL F i y W o s u m x a SURFACE ELEV. SILTY SAND (SM): Olive brown, damp, fine grained. 5 4 loose, dry 10 " 15 medium dense 2.3 86.0 .20- -17 SANDY SILT (ML): Olive brown, medium dense, damp, traces of clay. 25-18 SILTY SAND (SM): Olive brown, medium dense, damp, fine grained. 30- 29 35 "' 21 traces of clay 40- 21 SILTY SAND/SANDY SILT (SM/ML): Olive brown, medium dense, damp, fine grained, traces of clay. 45-... 18 SILTY SAND (SM): Olive brown, medium dense, damp, 146 fine grained. 50 21 SANDY SILT (ML): Olive brown, medium dense, damp. End of Boring at 51.5 it 55 No Groundwater Encountered — Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LAND MARK Plate LP05043 B-1 CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 w/autohammer PROJECT I -a Paloma Skilled Nursing Facility- La Quints, CA DATE OBSERVED:02/25/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB LOG OF BORING B-2 6 O a W G w SHEET 1 OF 1 Z .. wH t o f x DESCRIPTION OF MATERIAL P o g < SURFACE ELEV. +(- oz z z o g a Mff5 SILTY SAND (SM): Olive brown, moist, fine grained. 14 medium dense, humid 10 16 1.6 92.3 15 11 SANDY SILT (ML): Olive brown, medium dense, humid, traces of clay. -20- N 13 -25- 18 -30- -35- 40 -40 End of Boring at 26.5 ft No Groundwater Encountered *Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 B_2 • OBE/M9E/SEE Campr,y CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 w/autohammer PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED: 02/25/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB N LOG OF BORING B-3 w S w SHEET 1 OF 1 d x DESCRIPTION OF MATERIAL w o CW6 w SURFACE ELEV.+I- h °u SILTY SAND (SM): Olive brown, moist, fine grained. 31 medium dense, damp 1.1 96.6 5 29 1.5 196.1 SANDY SILT (ML): Olive brown, medium dense, humid 10 1111 traces of clay. 28 SILTY SAND (SM): Olive brown, medium dense, damp. 15 :' 13 SANDY SILT (ML): Olive brown, medium dense, damp, 20 traces of clay. 13 SILTY SAND (SM): Olive brown, medium dense, damp, 25 .;_ fine grained. 17 30 23 35 .: 18 SANDY SILT (ML): Olive brown, medium dense, moist, 87 40 with some clay. 17 traces of clay 45- 17 SILTY SAND (SM): Olive brown, medium dense, damp, 40 fine grained. 50 End of Boring at 48.5 ft 55 No Groundwater Encountered ** Blows not corrected for overburden pressure, Sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 B-3 CLIENT: Greystone Communities METHOD OF DRILLING: CME 55 w/autohammer PROJECT:La Paloma Skilled Nursing Facility- La Quinta, CA DATE OBSERVED:02/25/05 LOCATION: See Site and Exploration Plan LOGGED BY: TB 2 LOG OF BORING B-4 a a c n SHEET 1 OF 1 M �W zN Q o p U ; x DESCRIPTION OF MATERIAL Z 2C o U' z 5 u uS m U O n SURFACE ELEV.+/- LZ °a y as Ug FU N y SILTY SAND (SM): Olive brown, moist, fine grained. 13 medium dense, damp 5- 15 -10- 0 N 13 SANDY SILT (ML): Olive brown, medium dense, damp, traces of clay. 15 N 16 -20- 24 SILTY SAND (SM): Olive brown, medium dense, damp, fine grained. -25- -30- -35- 35 -40- 40 End of Boring at 23.5 ft No Groundwater Encountered **Blows not corrected for overburden pressure, sampler size or increase drive energy for automatic hammers. Project No: LANDMARK Plate LP05043 B-4 • 09E/M6E/SBF Co�my DEFINITION OF TERMS PRIMARY DIVISIONS JSYMBOLS Loose 410 SECONDARY DIVISIONS -came grained soil More than half of Gravels More than half of coarsefraction Is larger than No. 4 sieve Clean gravels (less than 5%fines •*.' �� GW GP Well graded gravels, gravel -sand mixtures, little or no fines Poorly graded gravels, or gravel -sand mixtures; lithe or no fines Gravel Gravel wlth finesIy1i_� I GM Silty gravels, ravel -sand -silt mixtures, non -plastic fines g p "� GC Cla yey gravels, hravel-sand-clay mixtures, plastic fines material Is larger than No. 200 sieve Sands More Nan half of mama fraction is smaller than No.4 sieve Clean sands (less than 5% fines) 04 r� s�:i SW Well graded sands, gravelly sands, little or no fines .tti•;%; SP PoodY gmtled sands ar gravelly sands, little or no fines Sande with fines"y`: IL W SM Silty sands, sand -alit mixtures, non -plastic fines +I, gC Clayey sands, sand -clay mixtures, plastic fines Fine grained soils than half of Silts and clays Liquid limit is less than 50% © ML CL OL Inorganic silts, clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays Organic silts and organic clays of low plasticity I material is smaller than No. 200 sieve Silts and clays Liquid limit Is more than 50%j' MH Inorganic silts, micaceous or diatomaceous silty soils, elastic silts I CH l Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts Highly organic soils r w PT Peat and other highly organic soils GRAIN SIZES Silts and Clays Cobbles Boulders Fine Medium Coarse Fne Coarse ��0� 200 4 10 4 US Standard Series Sieve Sands Gravels etc. Blowsttl. • I Very Loose 0-4 Loose 410 Medium Dense 10-30 Dense 30-50 Very Dense Over 50 3/4" T. 12" Clear Square Openings Cla s 8 Plastic Silts Number of blows of 140 lb. hammer falling 30 Inches to drive a 2Inch O.D. (1 3/8 In. I.D.) split spoon (ASTM 01586), Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation. Type of Samples: 11 Ring Sample N Standard Penetration Test I Shelby Tube 0 Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler- Number of blows per foot of a 140 lb. hammer falling 30 inches. Standard Penetration Test - Number of blows per foot. Shelby Tube • Three (3) Inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (tonsl&Q. 3. NR=No recovery. 4. GWr= = Ground Water Table observed @specified time. LANDMARK s Ds&ma ftr c.'.' Plate Project No: LP05043 Key to Logs 13-5 Strength ^ elows/ft. Very Soft 0-0.25 0.2 Soft 0.25-0.5 2d Firm 0.5-1.0 4-8 stiff 1-0-2.0 Very Stiff 2.0-4.0 1&32 Hard Over 4.0 Over 32 Number of blows of 140 lb. hammer falling 30 Inches to drive a 2Inch O.D. (1 3/8 In. I.D.) split spoon (ASTM 01586), Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation. Type of Samples: 11 Ring Sample N Standard Penetration Test I Shelby Tube 0 Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler- Number of blows per foot of a 140 lb. hammer falling 30 inches. Standard Penetration Test - Number of blows per foot. Shelby Tube • Three (3) Inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (tonsl&Q. 3. NR=No recovery. 4. GWr= = Ground Water Table observed @specified time. LANDMARK s Ds&ma ftr c.'.' Plate Project No: LP05043 Key to Logs 13-5 COLLAPSE POTENTIAL TEST (ASTM D5333) 0.1 1 10 Pressure.(ksf Dry Density, pd: 81.2 Water Content, %: 2.0 Void Ratio, e: 1.052 Saturation, %: 5 100 82.6 38.3 1.017 100 LANDMARK •nff rx!EE/SEECo P"Y Collapse Potential Plate Project No: LP05043 Test Results C-1 COLLAPSE POTENTIAL TEST (ASTM D5333) 0.1 1 10 100 Pressure (ksf Dry Density, pcf: 81.7 86.2 Water Content, %: 3.5 34.7 Void Ratio, e: 1.028 0.920 Saturation, %: 9 100 LANDMARK • CBE/MB&SBE C..P.Y Collapse Potential Plate Project No: LP05043 Test Results C-2 LANDMARK CONSULTANTS, INC. CLIENT: Greystone Communities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 . DATE: 03/14/05 DIRECT SHEAR TEST - INSITU (ASTM D3080) SAMPLE LOCATION: B-2 @ 5.0 ft SAMPLE DESCRIPTION: Silty Sand (SM) Shear Stress vs Rel. Displacement 1 2 1.2 Moisture Content, %: 5.7 6.3 6.1 Dry Density, pcf: 82.6 80.7 78.7 Saturation, %: 15 18 15 Moisture Content, %: 39.1 10.8 41.4 Dry Density, pcf: 81.3 80.1 78.9 0.6 i 100 100 Normal Stress, ksf: 0.52 1.07 s 0.4 Peak Shear Stress, ksf: 0.41 0.84 17 Residual Shear Stress, ksf Specimen: 1 2 3 Moisture Content, %: 5.7 6.3 6.1 Dry Density, pcf: 82.6 80.7 78.7 Saturation, %: 15 18 15 Moisture Content, %: 39.1 40.2 41.4 Dry Density, pcf: 81.3 80.1 78.9 Saturation, %: 100 100 100 Normal Stress, ksf: 0.52 1.07 1.63 Peak Shear Stress, ksf: 0.41 0.84 1.06 Residual Shear Stress, ksf 0.29 0.50 0.91 Deformation Rate, in./min. 0.010 0.010 0.010 G -i.. i ii Peak Residual 0 5 10 15 Angle of Internal Friction., de 30 29 Relative Displacement (%) 9 Cohesion, ksf: 0.14 0.00 4 C- 3 Y N N N to 2 DIRECT SHEAR TEST RESULTS a 0 1 2 3 4 5 6 7 8 Normal Stress (ksf) LANDMARK e DHEW&E/ HE Company Project No: LP05043 Direct Shear Plate Test Results 11 C-3 LANDMARK CONSULTANTS, INC. CLIENT: Greystone Communities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 DATE: 03/14/05 ------------------------ -------------------__' DIRECT SHEAR TEST - INSITU (ASTM D3080) ---------------------------------- SAMPLE LOCATION: B-4 @ 2.0 ft SAMPLE DESCRIPTION: Silty Sand (SM) Shear Stress vs Rel. Displacement 1.2 L' '• 0 X.8 - ,3 N LL- 0.6 a10iO4i- 0.2 0 5 10 15 Relative Displacement (%) 4 y 3 Y 4l N Tw] Specimen: 1 2 3 Avg. Moisture Content, %: 5.1 5.9 4.1 5.0 Dry Density, poll: 78.2 80.7 81.5 80.1 Saturation, %: 12 15 11 Moisture Content, %: 38.1 33.2 36.2 Angle of Internal Friction, deg.: Dry Density, pcf: 77.3 80.0 82.6 0.02 Saturation, %: 89 83 96 Normal Stress, ksf: 0.52 1.07 1.63 Peak Shear Stress, ksf: 0.48 0.80 1.10 Residual Shear Stress, ksf: 0.36 0.61 1.03 Deformation Rate, in./min. 0.010 0.010 0.010 Peak Residual Angle of Internal Friction, deg.: 29 31 Cohesion, ksf: 0.20 0.02 DIRECT SHEAR TEST RESULTS Im 0 1 2 3 4 5 6 7 8 Normal Stress (ksf) LANDMARK a OBE/MHE/ BE Lump nY Direct Shear Plate Project No: LP05043 Test Results C-4 LANDMARK CONSULTANTS, INC. CLIENT: Greystone Commuinities PROJECT: La Paloma Skilled Nursing Facility- La Quinta, CA JOB NO: LP05043 DATE: 03/15/05 ------------ --------------------------------------- CHEMICAL ANALYSES Boring: B-1 B-3 CalTrans Sample Depth, ft; 0-5 0-2 Method pH: 6.60 7.08 643 Resistivity (ohm -cm): 440 1,500 643 Chloride (CI), ppm: 311 138 422 Sulfate (SO4), ppm: 360 90 417 General Guidelines for Soil Corrosivity Material Chemical Amount in Degree of Affected Agent Soil (Ppm) Corrosivitv Concrete Soluble 0-1000 Low Sulfates 1000-2000 Moderate 2000-20000 Severe > 20000 Very Severe Normal Soluble 0-200 Low Grade Chlorides 200-700 Moderate Steel 700-1500 Severe > 1500 Very Severe Normal Resistivity 1-1000 Very Severe Grade 1000-2000 Severe Steel 2000-10,000 Moderate 10,000+ Low LANDMARK . eOHE/MHE/ EEC..P.v Project No: LP05043 Selected Chemical Analyses Results Plate C-5 u N N d c 0 a K n @ w to 22V Fav c C U eoo o CL a m m C CL i �U/) y. Z 0 �" •- �- � O O O O (6) uoi;ejel000y lei;oedg u N d c 0 a K n @ w Fav c C U eoo JOB NUMBER: LP05043 DATE: 03-21-2005 JOB NAME: Is Paloma Skilled Nursing Facility -- La Quinta, CA EXPONENTIAL EQUATION TO INTERPOLATE PSEUDO -ABSOLUTE ACCELERATION VALUES FORM OF EQUATION: PSA(T) = c(T) M where: c & k are constants from table below PSA(T) is pseudo -absolute acceleration (g) at period -T (sec) AVERAGE RETURN PERIOD: BEGIN END PERIOD I PERIOD (sec) I (sec) -------+-------- PSRV I 0.01 1 0.03 0.03 1 0.10 0.10 1 0.15 0.15 1 0.20 0.20 1 0.30 0.30 1 0.40 0.40 1 0.50 0.50 I 0.75 0.75 1.00 1.00 1 1.50 1.50 1 -------„-------- 2.00 72 years -------------------------------------------------- BEGIN I END I BEGIN END I I PSRV PSRV I ACCEL. I ACCEL. c I k (ft/sec)1 (€t/sec)I (g) I (g) I COEF. I COEF. --------+---------+---------+---------+--------+-------- (ft/sec)] (g) I (g) I COEF. 1 COEF. 0.0167 1 0.0501 1 0.3265 1 0.3263 1 0.325 1 -0.001 0.0501 1 0.2611 1 0.3263 1 0.5100 1 1.198 1 0.371 0.2611 1 0.5301 1 0.5100 1 0.6901 1 2.843 1 0.746 0.5301 1 0.7750 1 0.6901 1 0.7567 1 1.266 1 0.320 0.7750 1 1.1935 1 0.7567 1 0.7769 1 0.840 1 0.065 1.1935 1 1.4876 1 0.7769 1 0.7263 1 0.586 1 -0.234 1.4876 1 1.6794 1 0.7263 1 0.6559 1 0.478 I -0.457 1.6794 1 1.8796 1 0.6559 1 0.4894 1 0.398 1 -0.722 1.8796 1 1.9679 1 0.4894 1 0.3843 1 0.384 1 -0.840 1.9679 1 2.1428 1 0.3843 1 0.2790 1 0.384 1 -0.790 2.1428 1 .--__----„---------------------------------------------- 2.3565 1 0.2790 1 0.2301 1 0.366 1 -0.670 AVERAGE RETURN PERIOD: 100 years BEGIN 1 END BEGIN END 1 BEGIN END I I PERIOD I PERIOD PSRV I PSRV ACCEL. I ACCEL. 1 c I k (sec) I (sec) I (ft/sec)1 (ft/sec)] (g) I (g) I COEF. 1 COEF. -------+--------+---------+---------+---------+---------+--------+-------- 0.01 1 0.03 1 0.0195 1 0.0574 1 0.3800 1 0.3735 1 0.353 1 -0.016 0.03 1 0.10 1 0.0574 1 0.3115 1 0.3735 1 0.6083 1 1.546 1 0.405 0.10 1 0.15 1 0.3115 1 0.6015 1 0.6083 1 0.7830 1 2.553 1 0.623 0.15 1 0.20 1 0.6015 1 0.8871 1 0.7830 1 0.8662 1 1.523 1 0.351 0.20 1 0.30 1 0.8871 1 1.3901 1 0.8662 1 0.9049 1 1.030 1 0.108 0.30 1 0.40 1 1.3901 1 1.7380 1 0.9049 1 0.8485 1 0.691 1 -0.224 0.40 1 0.50 1 1.7380 1 1.9756 1 0.8485 1 0.7716 1 0.575 1 -0.426 0.50 1 0.75 1 1.9756 1 2.2244 1 0.7716 1 0.5792 1 0.473 1 -0.707 0.75 1 1.00 1 2.2244 1 2.3369 1 0.5792 1 0.4564 1 0.456 1 -0.828 1.00 1 1.50 1 2.3369 1 2.5536 1 0.4564 1 0.3325 1 0.456 1 -0.781 1.50 1 -------------`----------------_-----_-------------------------------`----- 2.00 1 2.5536 1 2.8028 1 0.3325 1 0.2737 1 0.437 1 -0.676 AVERAGE RETURN PERIOD: ---------------------- 200 years BEGIN END I BEGIN PERIOD I.PERIOD I PSRV (sec) I (sec) I (ft/sec) -------+------------------ (ft/sec)I (g) I 0.01 1 0.03 1 0.0247 0.03 1 0.10 1 0.0746 0.10 1 0.15 1 0.4245 0.15 1 0.20 1 0.7846 0.20 1 0.30 ] 1.1464 0.30 1 0.40 1 1.8065 0.40 1 0.50 1 2.2956 0.50 1 0.75 1 2.6279 0.75 1 1.00 1 3.0136 1.00 1 1.50 1 3.1961 1.50 1 --------------------------- 2.00 1 3.5202 END BEGIN I END I I PSRV I ACCEL, I ACCEL. I c I k (ft/sec)I (g) I (g) I COEF. I COEF. ---------------------------------------------- (sec) I (sec) (£t/sec)1 0.0746 1 0.4818 1 0.4854 1 0.497 1 0.007 0.4245 1 0.4854 1 0.8289 1 2.307 1 0.445 0.7846 1 0.8289 1 1.0215 1 2.715 1 0.515 1.1464 1 1.0215 1 1.1194 1 1.868 1 0.318 1.8065 1 1.1194 1 1.1760 1 1.361 1 0.122 2.2956 1 1.1760,1 1.1207 1 0.962 1 -0.167 2.6279 1 1.1207 1 1.0264 1 0.781 1 -0.394 3.0136 1 1.0264 1 0.7847 1 0.649 1 -0.662 3.1961 1 0.7847 1 0.6242 1 0.624 1 -0.796 3.5202 I 0.6242 1 0.4583 1 0.624 1 -0.762 3.8526 I .--------------------------------------------- 0.4583 1 0.3762 1 0.605 1 -0.686 AVERAGE RETURN PERIOD: 475 years BEGIN END BEGIN I END BEGIN END I I PERIOD PERIOD PSRV 1 PSRV ACCEL. ACCEL. I c I k (sec) I (sec) (£t/sec)1 (ft/sec)1 (g) I (g) I COEF. I COEF. -----------------------------------------------------------------+-------- 0.01 1 0.03 1 0.0322 1 0.0968 1 0.6286 1 0.6300 1 0.634 1 0.002 0.03 1 0.10 1 0.0968 1 0.5328 I 0.6300 I 1.0404 1 2.716 1 0.417 0.10 1 0.15 1 0.5328 1 0.9995 1 1.0404 i 1.3012 1 3.705 1 0.552 0.15 1 0.20 1 0.9995 1 1.4765 I 1.3012 I 1.4417 1 2.559 1 0.357 0.20 1 0.30 1 1.4765 1 2.3606 1 1.4417 1 1.5366 1 1.857 1 0.157 0.30 1 0.40 1 2.3606 I 3.0332 1 1.5366 1 1.4809 1 1.316 1 -0.129 0.40 1 0.50 1 3.0332 1 3.5135 1 1.4809 1 1.3723 1 1.083 1 -0.341 0.50 1 0.75 1 3.5135 1 4.1013 1 1.3723 1 1.0679 1 0.894 1 -0.618 0.75 1 1.00 1 4.1013 1 4.3977 1 1.0679 1 0.8588 1 0.859 1 -0.757 1.00 1 1.50 1 4.3977 1 4.9023 1 0.8588 1 0.6382 1 0.859 1 -0.732 1.50 1 ---------------------------------------------------"`---_---------------- 2.00 1 4.9023 1 5.3764 1 0.6382 1 0.5250 1 0.841 1 -0.679 AVERAGE RETURN PERIOD: 1000 years BEGIN I END I BEGIN I END I BEGIN END I I PERIOD I PERIOD I PSRV I PSRV I ACCEL. ACCEL. I c I k (sec) (sec) I (ft/sec)] (ft/sec)I (4) I (4) I COEF. 1 COEF. ------------------------------------------------------------------------- 0.01 1 0.03 1 0.0390 1 0.1167 1 0.7622 1 0.7595 1 0.751 1 -0.003 0.03 1 0.10 1 0.1167 1 0.6478 1 0.7595 1 1.2651 1 3.356 1 0.424 0.10 1 0.15 1 0.6478 1 1.1991 I. 1.2651 1 1.5612 1 4.176 1 0.519 0.15 1 0.20 1 1.1991 1 1.7744 1 1.5612 1 1.7326 1 3.103 1 0.362 0.20 1 0.30 1 1.7744 1 2.8624 1 1.7326 1 1.8633 1 2.312 1 0.179 0.30 1 0.40 1 2.8624 1 3.7100 1 1.8633 1 1.8113 1 1.655 1 -0.098 0.40 1 0.50 1 3.7100 1 4.3316 1 1.8113 1 1.6918 1 1.369 1 -0.306 0.50 1 0.75 1 4.3316 1 5.1265 1 1.6918 1 1.3348 1 1.128 1 -0.584 0.75 1 1.00 1 5.1265 1 5.5474 1 1.3348 1 1.0833 1 1.083 1 -0.726 1.00 1 1.50 1 5.5474 1 6.2489 1 1.0833 1 0.8136 1 1.083 1 -0.706 1.50 1 -----------------------------------------------„-----------_-------__----- 2.00 1 6.2489 1 6.8752 1 0.8136 1 0.6713 1 1.067 1 -0.668 F Z W 2 W J F LU CU_ G !A W 0 Q O w 0 3 z n m O J O F O f e mN bw 0 0 0 N m N N cs N m Q N �docee0000 6 .q m. ry mCmI Q N t1.�000000000 C 11pp �O. OOG om mo iwpaoowoowoo c O b m N r."7r, pwpGG 0 0 V AONNO wwwwwtil '0'4 o O'mc944' W ww W W cob pw www m N N m m a Owp O www COI N N N � N N N N Cl Cl C �pw ww w ` N b N Lb WO0O4�Wp40p�w ya O Ci N lV Cl N N N fV Ne-�-�-NfV�NNN C %yg44 m4�444�� E wwwwGw �w yyqoQQ$yqyyyyyyyy pwpww gm I1lwwwwwW m`ay W g W 4 CI 1') V' V' 4 N 66 io 16 IG 0 �L W O . p ro m -q S. m m m�$� 0 000000000 qwq E.-NNYYVI e N11A2 p-12 'tl'VINN Cmm�O1 mm �myn OR�SN^WI�gpO vMMNmm'J�em N N N N N N N .`co oicc o 0000i q mQmOmlmm�m�& NON N N N m m �O{q n b b m0h.-1pbnOm QinOmbr CQ� p N (p b 0 R A m N N N Y N IOr�I� CI b m N N N m N m A P b Z m NNN m Z mO N0� rmON 0��g n P �� mnr 100 Y bR pO 10 AQmmAyQ.-m h m .-OoOp N N OOCC N N ym w O O O O C O O O N O I�.O--NNNm A r m P Pm WG 11 4.m-,00. 2 �m O o ln eom�m�t�mlq o O 0 0 oi S r Q'tl' xF yb�b NNmmQP m.-m.-mva N� W va y NNN.-N Z b b b N b b b b b m O m h N J 16 O f e a y 0 0 0 N m N N cs N m Q N �docee0000 6 b y 11pp �O. OOG 0000000 9 AONNO wwwwwtil W ww W W cob O O 0 ,ry 0 0 mloomo{o 0 0 0 0 V1 w 9.262 'g ro 0m,mog8i,$a0 Lb Ne-�-�-NfV�NNN C %yg44 m4�444�� wwwwGw �w pwpww N E O . a4��44g4� (9wwwwww wwOwl qwq E.-NNYYVI 'tl'VINN vMMNmm'J�em m� .`co oicc o 0000i q mQmOmlmm�m�& NON n b b m0h.-1pbnOm CQ� p N (p b (7�mQomSo"S'N N"o' Egg WORN--- y N b WMem.mm C(yIn m. - m NNN m �r0mmmm011�1�0 n P �� N N 100 Y P V pO 10 AQmmAyQ.-m h m m N N N 10 N N N 2 UNNNI`R A r m m m rm N 11 4.m-,00. N �m O o ln eom�m�t�mlq o O 0 0 oi p�0O0��NNmIh Q'tl' N� W y b b b N b b b b b m U_ W mm.m-�mNmlmneY 0 ymNNem'��N�.h'� 2 a N N v b a 2015 Whitewater River Region WQMP Troutdale Village Appendix F Structural BMP and/or Retention Facility Sizing Calculations and Design Details Whitewater Watershed Required Entries BMLegend:P Design Volume, VBMP (Rev. 06-2014) Calculated Cells Company Name Egan Civil, Inc. Date 5/13/2021 Designed by Benjamin Egan County/City Case No Not Yet Assigned Company Project Number/Name 20210635 - La Quinta Aprtments at Washington Street Drainage Area Number/Name Area 1- Entire Property - Enter the Area Tributary to this Feature (ATRIB) ATRIB= 14.03 acres Determine the Impervious Area Ratio Determine the Impervious Area within ATRIB (AIMP) AIMP = 9.12 acres Calculate Impervious Area Ratio (If) If = 0.65 If = AIMP/ATRIB Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method CBMP = 0.8581f3 - 0.781 f2 + 0.774If + 0.04 CBMP = 0.45 Determine Design Storage Volume, VBMP Calculate Vu, the 80% Unit Storage Volume Vu= 0.40 x CBMP VU = 0.18 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP- VBMP (ft 3)= Vu (in-ac/ac) x AT (ac) x 43,560 (ftz/ac) VBMP= 9,167 ft3 12 (in/ft) Notes: This Method Calculates far less than the 100% onsite retention area provided which provides 76,357 Cubic Feet of storage at Contour 47.0 - VBMP method is used and more than adequately provided for. 2015 Whitewater River Region WQMP Troutdale Village Appendix G AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP 2015 Whitewater River Region WQMP Troutdale Village Appendix H PHASE I ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS O PHASE ENVIRONMENTAL SITE ASSESSMENT For the 14 ACRE UNDEVELOPED LOT NORTHEAST CORNER OF AVENUE 50 AND WASHINGTON STREET - LA QUINTA, CALIFORNIA 92253 0 Prepared for _ WESTPORT LA QUINTA, L.P. C/O WESTPORT ADVISORS, LTD. 3801 PGA BOULEVARD, SUITE 805 PALM BEACH GARDENS, FLORIDA 33410 Prepared by Professional Service Industries, Inc. 6867 Nancy Ridge Drive, Suite E San Diego, California 92121 Telephone: (858) 455-0544 PSI PROJECT NO.583-5E040 May 13, 2005 0 Kelli Washburn Project Manager Varerie Marsf all Principle Co ltant O TABLE OF CONTENTS 1. EXECUTIVE SUMMARY........................................................................................................1 1.1 Phase I ESA................................................................................................................2 1.2 Recommendations......................................................................................................2 2. INTRODUCTION....................................................................................................................3 2.1 Purpose And Scope....................................................................................................3 2.2 Special Terms And Conditions....................................................................................3 2.3 Methodology And Resources.......................................................................................4 2.4 Limitations Of Assessment..........................................................................................6 - 2.5 Significant Assumptions..............................................................................................6 3. PROPERTY DESCRIPTION AND PHYSICAL SETTING.......................................................8 3.1 Location And Legal Description...................................................................................8 3.2 Description Of Property And Improvements.................................................................8 3.3 Property Vicinity Characteristics..................................................................................8 3.4 Physical Setting...........................................................................................................9 4. PROPERTY USAGE............................................................................................................10 4.1 Current Uses Of The Property...................................................................................10 4.2 Past Uses Of The Property........................................................................................10 4.3 Environmental Liens..................................................................................................10 4.4 Current And Past Uses Of Adjoining Properties.........................................................10 5. ENVIRONMENTAL REGULATORY RECORDS REVIEW...................................................14 5.1 Standard Federal And State Environmental Record Sources....................................14 5.2 Subject Property Database Findings.........................................................................15 5.3 Adjoining Property Database Findings.......................................................................15 5.4 Non -Adjoining Property Database Findings...............................................................15 6. RECONNAISSANCE FINDINGS..........................................................................................16 6.1 Property Reconnaissance Findings...........................................................................16 6.2 Adjoining Property Reconnaissance Findings............................................................17 - 7. FINDINGS AND CONCLUSIONS.........................................................................................18 7.1 Phase I Environmental Site Assessment...................................................................18 S. RECOMMENDATIONS........................................................................................................19 9. WARRANTY.........................................................................................................................20 LIST OF APPENDICES APPENDIX A - MAPS AND SKETCHES APPENDIX B - OWNERSHIP AND HISTORICAL DOCUMENTS APPENDIX C - REGULATORY DOCUMENTATION APPENDIX D - RECONNAISSANCE PHOTOGRAPHS APPENDIX E - SOURCE AND INTERVIEW DOCUMENTATION APPENDIX F - CREDENTIALS 1. EXECUTIVE SUMMARY Professional Service Industries, Inc. (PSI) has completed a Phase I Environmental Site Assessment (ESA) of the 14 acre undeveloped lot located on the northeast corner of Avenue 50 and Washington Street in the City of La Quinta, California. The assessment was performed in general accordance with the scope and limitations of the American Society for Testing and Materials (ASTM) Standard E 1527-00, modified and amended, to comply with the contract between PSI and Westport La Quinta, L.P., dated April 26, 2005. Any exceptions to, or deletions from the ASTM E 1527-00 standard of practice are described in Section 2.4 of this report. In connection with the Phase I ESA, assessment of other environmental issues to evaluate business environmental risks that are beyond the scope of the ASTM E 1527-00 standard of practice was not conducted pursuant to the authorized scope of services. In accordance with ASTM Standard E 1527-00, this Phase I Environmental Site Assessment included reconnaissance of the subject and adjoining properties, interviews, and review of historical records and regulatory databases in an effort to identify evidence of recognized environmental conditions that may impact the property. This assessment did not appear to reveal any evidence of recognized environmental conditions in connection with the subject site. A summary of the relevant observations and findings is provided below. The subject site is located on the northeast corner of Avenue 50 and Washington Street, within the City of La Quinta, California. According to Mr. Brain Dowd of Rockwood Realty Associates, the subject site is being proposed for residential development. During site reconnaissance, the subject site was observed to be covered with vegetation, gravel, and rocks. A dirt road adjacent to Avenue 50 was used to access the site. No paved areas were noted on-site. The subject site was generally flat with a slight slope to the northeast towards a flood channel along the eastern side of the property. According to a previous Phase I ESA prepared by Mainiero, Smith and Associates, Inc., dated June 1999, the subject site parcel is associated with Riverside County Assessor Parcel Number (APN) 617-370-016. PSI contacted the City of La Quinta Building and Safety Department to obtain an address for the subject site. According to Ms. Theresa Vella-Finorio, Senior Secretary at the Building and Safety Department, no address has been assigned to the property as of the date of this report; however it has been assigned a new APN of 646-070-013. PSI contacted the Riverside County Department of Environmental Health (DEH), the lead regulatory agency in the City of La Quinta for information pertaining to past or present underground storage tanks (USTs), industrial waste discharge records, regulatory enforcement actions or other issues of environmental concern. According to Mr. John Riddell of the DEH, a records search cannot be performed without a site address. PSI also contacted the City of La Quinta Public Works Department for information on the subject site. According to Mr. Brian Ching, Associate Engineer at the Public Works Department, no records are on file for the subject site. Mr. Ching also J stated that records regarding underground storage tanks (LISTS), and hazardous Westport Advisors, Ltd. U Acre Vacant tot La Quinta, Califomia PSI Project Number 583-5E040 materials are kept at the DEH. The lack of regulatory information for the subject site is not expected to affect the conclusions in this report due to the site's historic usage as undeveloped land. The subject site was not listed on the standard federal and state _. environmental databases searched by Environmental Data Resources, Inc. (EDR) as specified in ASTM Standard E 1527-00 § 7.2.1.1. The vicinity of the property can generally be described as a residential setting. Current usage of the adjoining properties include: residential dwellings to the north, Washington Street followed by undeveloped land to the south, a Coachella Valley Water District (CVWD) flood control channel followed by athletic fields for a near by school to the east, and Washington Street followed by a residential neighborhood and golf course to the west. 1.1 PHASE I ESA In accordance with ASTM Standard E 1527-00, this Phase I Environmental Site Assessment included reconnaissance of the subject and adjoining properties, interviews, and review of historical records and regulatory databases in an effort to identify evidence of recognized environmental conditions that may impact the property. This assessment has revealed no evidence of recognized environmental conditions in connection with the property, except for the following: ON-SITE RECOGNIZED ENVIRONMENTAL CONDITIONS • None ON-SITE HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS None OFF-SITE RECOGNIZED ENVIRONMENTAL CONDITIONS None OFF-SITE HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS None 1.2 RECOMMENDATIONS Based on our investigation of the property for evidence of recognized environmental conditions and other environmental issues, PSI offers the following recommendations. • No further assessment of recognized environmental conditions appears to be warranted at this time. This summary does not contain all the information that is found in the full report. The report should be read in its entirety to obtain a more complete understanding of the information provided and to aid in any decisions made or actions taken based on this information. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quints, California PSI Project Number 593.5EO40 2. INTRODUCTION 2.1 PURPOSE AND SCOPE This Phase I ESA was performed to search for evidence of recognized environmental conditions that may have an adverse environmental impact upon the property. Based upon information provided to PSI, this Phase I ESA was conducted as part of a real estate transaction. The assessment included records review, interviews and reconnaissance to evaluate whether such conditions exist in connection with the property. The protocol utilized for this Phase I ESA was in general accordance with the requirements of ASTM Standard E 1527-00, as well as the requirements outlined by the client, as specked in the assessment contract. Based on the information provided, PSI understands that the client's purpose in requesting the Phase I ESA performed is to satisfy one of the requirements to qualify for the innocent landowner defense to CERCLA liability. Assessment of other environmental issues beyond the scope of ASTM E 1527-00 was not performed in connection with the Phase I ESA. This report includes documentation to support the analysis, opinions and conclusions as presented. 2.2 SPECIAL TERMS AND CONDITIONS AUTHORIZATION Authorization to perform this assessment was given on April 26, 2005 by Ms. Susan Rosser of Westport La Quinta, L.P., in response to PSI's Proposal No. 583-5E0025. PROPERTY ACCESS Mr. Brian Dowd of Rockwood Realty Associates provided instructions as to the location of the property, access, proposed improvements, and an explanation of the property and facilities to be assessed. USE SY THIRD PARTIES This report was prepared pursuant to the contract PSI has with Westport La Quinta, L.P. and Regions Bank. That contractual relationship included an exchange of information about the property that was unique and between PSI and its client and serves as the basis upon which this report was prepared. Because of the importance of the communication between PSI and its client, reliance or any use of this report by anyone other than Westport La Quinta, L.P. and Regions Bank, for whom it was prepared, is prohibited and therefore not foreseeable to PSI. Reliance or use by any such third party without explicit authorization in the report does not make said third party a third party beneficiary to PSI's contract with Westport La Quinta, L.P. and Regions Bank. Any such unauthorized reliance on or use of this report, including any of its information or conclusions, will be at the third party's risk. For the same reasons, no warranties or representations, expressed or implied in this report, are made to any such third party. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5EC40 17) Third party reliance letters may be issued on request and upon payment of the, then current fee for such letters. All third parties relying on PSI's reports, by such reliance, agree to be bound by the proposal and PSI's General Conditions. No reliance by any party is permitted without such agreement, regardless of the content of the reliance letter itself. 2.3 METHODOLOGY AND RESOURCES RECONNAISSANCE Ground reconnaissance was conducted on May 3, 2005, by Mr. Rick Ford of PSI. The ground reconnaissance consisted of observing the periphery of the property and viewing the site from accessible adjacent public thoroughfares. Visual reconnaissance of adjoining properties was limited to areas and facilities that were readily observable from the subject site or from public access areas. Photographs were taken to document the features observed during the reconnaissance and environmental conditions of concern, where - possible. Color photographs are included in Appendix D. INTERVIEWS Listed in the table below are persons PSI interviewed or contacted for purposes of obtaining information for this ESA. Also listed below are persons or agencies to which PSI may have submitted written information requests. Records of Communication from interviews, and copies of information requests issued to and any correspondence received from regulatory agencies are included in Appendix E. Pertinent information reported by the interviewed parties is discussed in appropriate sections of the report. me .W:7itle1F6 tion • ` ,_A tlon•. ,.,;.:,,.: Date �r - Mr. Brain Dowd Site Information Rockwood Realty Various Telephone Associates Mr. John Riddell Environmental Health Riverside County 3/24/05 Telephone Specialist Environmental Health Department Mr. Brian Ching Associate Engineer City of La Quinta Public 5/10/05 Telephone Works Department Ms. Theresa Senior Secretary City of La Quinta 5/10/05 Telephone Vella-Finorio Building and Safety Department Note Key: Telephone = Telephone Contact, In Person = In -Person Interview Letter = Written request for information, E -Mail = Email request for information ENVIRONMENTAL REGULATORY DATABASE INFORMATION Information for the standard Federal and state environmental record sources specified in ASTM Standard E 1527-00 § 7.2.1.1 was obtained through EDR. The database information was reviewed to help identify evidence of recognized environmental conditions in connection with the property. Unmappable (orphan) sites listed in the database with insufficient address or geocoding information to be mapped were evaluated to the best possible for potential location within the approximate minimum Westport Advisors, Ltd. 14 Acre Vacant Lot La Quints, California PSI Project Number 583-5E040 � search distance (AMSD). A copy of the EDR research data including description of the J databases is included in Appendix C of this report. HISTORICAL USE INFORMATION A history of the previous uses of the property, and properties in the surrounding area to the extent that this information was revealed in the course of researching the subject site, was developed consistent with practices specified in ASTM Standard E 1527-00 § 7.3. A summary of the standard historical sources and data reviewed by PSi is listed below. Copies of representative historical source information are provided in applicable Appendices. His oris l Data Source' firs iew Da rcWP her Environmental Data ::. -:ts,• ' Aerial Photographs 1953, 1959, 1978, 1984,1996, 2002 Resources, Inc Local Street Directories 1970, 1975, 1980, Environmental Data NA 1985, 1990, 1995, Resources, Inc. 2000, 2004 USGS Topographic Mas 1980, 1984 USGS website Fire Insurance Maps No Coverage Environmental Data NA Resources, Inc. Sanborn Note Key: NRA = Not Reasonably Ascertainable, NLU = Not Likely to be Useful NA = None Available, NR = Not Reviewed, AR = Awaiting Response Historical information sources researched in this assessment allowed uses of the property to be traced from the present back to 1953. Although this predates the property's obvious first developed use, it does not meet the 1940 -minimum research limit per the ASTM Standard E 1527-00 § 7.3.2, and constitutes historical data failure. In addition, historical information was not able to be obtained in the five year intervals required per ASTM Standard E 1527-00 § 7.3.2. However, due the historical usage of the property (undeveloped land), PSI does not expect the historical data failure to alter the conclusions of this report. INFORMATION REPORTED By USER Pursuant to ASTM Standard E 1527-00 § 5.2 and § 5.3, PSI requested that the client provide information on any environmental liens or activity and use limitations recorded against the property, communicate any specialized knowledge or experience that is material to recognized environmental conditions in connection with the property, and identify key site managers for interview purposes. The client provided PSI with a copy of a previous environmental report, which is discussed below. Other information that was reported has been incorporated into and is discussed in appropriate sections of the report. • PSI reviewed Northeast cor prepared by According to a previous Phase I ESA entitled "For Property Located at the ler of Washington Street and avenue 50, La Quints, California" Mainiero, Smith and Associates, Inc. (MS), dated June 1999. the previous report there was no evidence of the presence of Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-511040 hazardous materials that would result in contamination of the site present during site - reconnaissance. MS did not find any building permits or address for the site or identified any regulatory records for the site. ASTM NON -SCOPE SERVICES Assessment of other environmental issues beyond the consideration of ASTM E 1527-00 was not conducted in connection with this Phase I ESA. OTHER RESOURCES & ENVIRONMENTAL PROFESSIONAL QUALIFICATIONS Other resources and information accessed for purposes of this site assessment are discussed in appropriate sections of the report. References used in the completion of this Phase I ESA cited in Appendix G. Credentials and qualifications of the environmental professionals responsible for preparation of this report are included in Appendix F. 2.4 LIMITATIONS OF ASSESSMENT Along with all of the limitations set forth in various sections of the ASTM Standard E 1527- 00 protocol, the accuracy and completeness of this report is necessarily limited by the following: • Access Limitations — None • Physical Obstructions to Observations — None Historical Data Source Failure — Historical information sources researched in this assessment allowed uses of the property to be traced from the present back to 1953. Although this predates the property's obvious first developed use, it does not - meet the 1940 -minimum research limit per the ASTM Standard E 1527-00 § 7.3.2, and constitutes historical data failure. In addition, historical information was not able to be obtained in the five year intervals required per ASTM Standard E 1527-00 § 7.3.2. — However, due the historical usage of the property (undeveloped land), PSI does not expect the historical data failure to alter the conclusions of this report. • Outstanding Information Requests — None 2.5 SIGNIFICANT ASSUMPTIONS PSI has made the following significant assumptions in the preparation of this report: Groundwater Flow Direction — The direction of groundwater flow in the area of the property has been inferred based on review of United States Geological Survey (USGS) topographic map. • Regulatory Records Information — PSI assumes that all information provided by EDR regarding the regulatory status of facilities within the AMSD is complete, accurate, and current. JWestport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 • Interviews — PSI assumes that all information provided through interviews is complete and unbiased. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 J 3. PROPERTY DESCRIPTION AND PHYSICAL SETTING 3.1 LOCATION AND LEGAL DESCRIPTION The subject site is located on the northeast corner of Avenue 50 and Washington Street, in the City of La Quints, California, The subject site is bound by Saguaro Road to the north, Avenue 50 to the south, Date Palm Drive to the east, and Washington Street to the west. According to the Riverside County Assessor's Office, the subject site's APN is 646-070-013. The subject site's location is identified on the site Index Map, Figure 1 in Appendix A. 3.2 DESCRIPTION OF PROPERTY AND IMPROVEMENTS The subject site is located on the northeast corner of Avenue 50 and Washington Street, within the City of La Quints, California. According to Mr. Brain Dowd of Rockwood Realty Associates, the subject site is being proposed for residential development. During site reconnaissance, the subject site was observed to be covered with vegetation, gravel, and rocks. A dirt road adjacent to Avenue 50 was used to access the site. No paved areas were noted on-site. The subject site was generally flat with a slight slope to the northeast towards a flood channel along the eastern side of the property. According to a previous Phase I ESA prepare by Mainiero, Smith and Associates, Inc., dated June 1999, the subject site parcel is associated with Riverside County Assessor Parcel Number (APN) 617-370-016. PSI contacted the City of La Quints Building and Safety Department to obtain an address for the subject site. According to Ms. Theresa Vella-Finorio, Senior Secretary at the Building and Safety Department, no address has been assigned to the property as of the date of this report; however it has been assigned a new APN of 646-070-013. A copy of a previous Phase I ESA prepared by Mainiero, Smith and Associates, Inc., dated June 1999, was furnished by Mr. Brain Dowd of Rockwood Realty Associates and included a site map of the subject site. The previous report is discussed in Section 2.3 above and a copy of the report is included in Appendix E. Color photographs showing prominent features of the site are provided in Appendix D. 3.3 PROPERTY VICINITY CHARACTERISTICS Adjoining properties to the subject site are used for primarily residential purposes. The adjoining property usages are summarized in the table below. Direction Description North Residential dwellings. South Avenue 50 followed by undeveloped land. East Coachella Valley Water District (CVW D) flood channel followed by athletic fields for a near by school. West Washington Street followed by a residential neighborhood and a golf course. Westport Advisors, Ltd, 14 Acre Vacant Lot La Quints, California PSI Project Number 583-5E04D UTILITIES 10 No heating ventilating and air conditioning (HVAC) system, electricity, or potable water supply was observed at the site. 3.4 PHYSICAL SETTING TOPOGRAPHIC MAP REVIEW A USGS 7.5 minute topographic map for the "La Quinta, California" Quadrangle dated 1959 (photo revised 1980), was reviewed as specified in ASTM Standard E 1527-00 § 7.2.3. According to the contour lines depicted on the topographic map, the property is located at approximately 40 to 45 feet above mean sea level. The map depicts the vicinity of the subject site as generally flat With a downgradient slope to the east-southeast. No bodies of water were identified on the subject site. Based on surface topography, groundwater flow direction at the site may be approximated in an east -southeasterly direction towards the CVWD flood channel. However, region groundwater levels can be highly variable due to seasonal changes and topography. The topographic map depicted the site as being undeveloped. SUPPLEMENTAL PHYSICAL SETTING INFORMATION The following discretionary physical setting sources pursuant to ASTM Standard E 1527- 97 § 7.2.3, were obtained and reviewed to provide supplemental information regarding radon, geology, and soil condition in the vicinity of the property. RADON INCIDENCE According to the United States Environmental Protection Agency (EPA) Map of Radon Zones, Riverside County is located in Zone 2 of the U.S. EPA Radon Zone Map. Zone 2 is designated as a moderate potential radon zone with levels ranging between 2 and 4 picoCuries per liter (pCi/L) of air, which is below the U.S. EPA recommended action level of 4pCi/L. Based on this information, the presence of radon is not considered to represent a recognized environmental condition in connection with the subject property. GEOLOGY According to the.Geologic Map of California (Map No. 2), published by the Division of Mines and Geology in 1977, the geology in the subject area is known as Precambrian Era formation. Precambrian Era formation in the vicinity of the subject site consists of Metamorphic Rocks. SOIL CONDITION According to the EDR excerpt from the Soil Survey of Riverside County, California, published by the U.S. Department of Agriculture Soil Conservation Service, the soil component found in the vicinity of the subject site in the subject area is known as Dune Land. This soil consists of sandy soil texture that is deep, well -drained to excessively drained sands and gravels. Westport Advisors, Ltd. 14 Acre Vacant Lot La Qulnta, California PSI Project Number 5835Eo40 4. PROPERTY USAGE 4.1 CURRENT USES OF THE PROPERTY Current use of the property as determined through observation, interviews and records review is described below. The subject site is currently a 14 acre undeveloped parcel of land. 4.2 PAST USES OF THE PROPERTY To the extent that indications of past uses of the property were identified through historical records review, reconnaissance observation, interviews, or through client provided information, they are identified below. eai . .r, , Descri t%'" of VyLt P e: ou.. es 1953 The subject site appeared to be undeveloped ed land. Aerial Photograph 1959 The subject site appeared to be undeveloped land. Aerial Photograph 1978 The subject site appeared to be undeveloped land. Aerial Photograph 1980 The subject site was depicted as being undeveloped. Topographic Map 1984 The subject site was depicted as being undeveloped. The subject site appeared to be undeveloped land. Topographic Map Aerial Photograph 1991 The subject site was depicted as being undeveloped. Topographic Map 1996 The subject site appeared to be undeveloped land. Aerial Photograph 2002 The subject site appeared to be undeveloped land. Aerial Photograph 2005 The subject site is an approximately 14 acre undeveloped land. Site Reconnaissance Due to the lack of address and historic usage of the property (undeveloped land), the subject site was not listed in the city directory for the years 1980, 1985, 1990, 1995, 2000, 2004. Other historical information developed and reviewed for the subject site revealed no evidence of recognized environmental conditions. 4.3 ENVIRONMENTAL LIENS Mr. Brain Dowd of Rockwood Realty Associates did not report knowledge of any environmental liens or activity and land use limitations recorded against the subject site. 4.4 CURRENT AND PAST USES OF ADJOINING PROPERTIES To the extent that indications of current and past uses of adjoining properties were identified through reconnaissance observation, interviews, records review or through client provided information, they are described below. Locations of adjoining properties discussed can be found on the site vicinity sketch in Appendix A. JWestport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 0 �Yeyrw n --1 L Des liriobn EIR s wo�-Me-w. MAlikktf, -WIPIlot—q- Narth4q- The south adjoining property appeared to be Aerial Photograph 1953 The north adjoining property appeared to be Aerial Photograph 1959 undeveloped land. Aerial Photograph 1959 The north adjoining property appeared to be Aerial Photograph 1978 undeveloped land. Aerial Photograph 1978 The north adjoining property appeared to be Aerial Photograph 1980 undeveloped land. Topographic Map 1980 The north adjoining property was depicted as Topographic Map 1984 being undeveloped. Topographic Map 1984 The north adjoining property was depicted as Topographic Map being undeveloped. Aerial Photograph The north adjoining property appeared to be Aerial Photograph 1996 undeveloped land. Aerial Photograph 1996 The north adjoining property appeared to be Aerial Photograph 2002 developed with its current development of a Aerial Photograph residential neighborhood, 2002 The north adjoining property appeared to be Aerial Photograph developed with its current development of a residential neighborhood. 2005 The north adjoining property is developed with a Site Reconnaissance residential neighborhood, YWq$) D.eo Use ,.�riptib-WPaiMopeH71UJse South 1953 The south adjoining property appeared to be Aerial Photograph undeveloped land. 1959 The south adjoining property appeared to be Aerial Photograph undeveloped land. 1978 The south adjoining property appeared to be Aerial Photograph undeveloped land. 1980 The south adjoining property was depicted as Topographic Map being undeveloped. 1984 The south adjoining property was depicted as Topographic Map being undeveloped. The south adjoining property appeared to be Aerial Photograph undeveloped land. 1996 The south adjoining property appeared to be Aerial Photograph undeveloped land. 2002 The south adjoining property appeared to be Aerial Photograph undeveloped land. 2005 The south adjoining property is undeveloped land. Site Reconnaissance Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 YeAds) De. Firlptl6n ofFast3roPqM —U&'- SWCO Is - 1953 The east adjoining property appeared to be Aerial Photograph 1953 undeveloped land. Aerial Photograph 1959 The east adjoining property appeared to be Aerial Photograph 1959 undeveloped land. Aerial Photograph 19178 The east adjoining property appeared to be Aerial Photograph 1978 undeveloped land. Aerial Photograph 1980 The east adjoining property was depicted as being Topographic Map undeveloped. 1984 The east adjoining property was depicted as being Topographic Map undeveloped. The east adjoining property appeared to be Aerial Photograph 1984 developed With the CVWD flood channel followed Topographic Map by vacant land. 1996, 2002 The east adjoining property appeared to be Aerial Photograph developed with its current improvements of the Aerial Photograph CVWD flood channel followed by athletic fields for I a near by school. 2005 The east adjoining property is developed with a Site Reconnaissance CVWD flood channel followed by athletic fields for I a near by school, Yeas ) liftripff5W.of P1stN66irty Us.,.,, a West 46" 1953 The west adjoining property appeared to be Aerial Photograph undeveloped land. 1959 The west adjoining property appeared to be Aerial Photograph undeveloped land. 1978 The west adjoining property appeared to be Aerial Photograph developed With its current improvements of a residential neighborhood and a golf course. 1980 The west adjoining property was depicted as being Topographic Map developed With it current improvements of a residential neighborhood and a golf course, 1984 The west adjoining property was depicted as being Topographic Map developed with it current improvements of a residential neighborhood and a golf course. The west adjoining property appeared to be Aerial Photograph developed with its current improvements of a I residential neighborhood and a golf course. 1996, 2002 The west adjoining property appeared to be Aerial Photograph developed with its current improvements of a residential neighborhood and a golf course. 2005 The west adjoining property is developed with a Site Reconnaissance residential neighborhood and a golf course. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quint@, California PSI Project Number 583.5040 The adjoining property addresses were not listed in the city directory for the years 1980, l 1985, 1990, 1995, 2000, 2004. Other historical information developed and reviewed for the subject site revealed no evidence of recognized environmental conditions. The User should refer to Section 6 of this report for additional site reconnaissance information on the current use of adjoining property. �J J Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 5. ENVIRONMENTAL REGULATORY RECORDS REVIEW 5.1 STANDARD FEDERAL AND STATE ENVIRONMENTAL RECORD SOURCES The number of listed sites identified within the AMSD from the Federal and state standard environmental records database listings specified in ASTM Standard E 1527-00 § 7.2.1.1 are summarized in the following table. Detailed information for sites identified within the AMSDs is provided following the table, along with an opinion about the significance of the listing to the analysis of recognized environmental conditions in connection with the subject site. Copies of the EDR research data and a description of the databases are included in Appendix C of this report. It should be noted that for the purposes of this report the designations LUST (leaking underground storage tank) and LPST (leaking petroleum storage tank) are interchangeable. FEDERAL ASTM STANDARD Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 Search Distance Total Database Tar ei Miles < 118 118-114 114-1/2 M-1 > 1 Plotted NPL 1.000 0 0 0 0 NR 0 _ Proposed NPL 1.000 0 0 0 0 NR 0 CERCLIS 0.500 0 0 0 NR NR 0 CERC-NFRAP 0.250 0 0 NR NR NR 0 CORRACTS 1.000 0 0 0 0 NR 0 RCRIS-TSD 0.500 0 0 0 NR NR 0 RCRIS Lg. Quan. Gen. 0.250 0 0 NR NR NR 0 RCRIS Sm. Quan. Gen. 0.250 0 0 NR NR NR 0 ERNS TP NR NR NR NR NR 0 STATE ASTM STANDARD AND SUPPLEMENTAL LOCAL DATABASES AWP 1.000 0 0 0 0 NR 0 Cal -Sites 1.000 0 0 0 0 NR 0 CHMIRS TP NR NR NR NR NR 0 Cortese 0.500 0 0 0 NR NR 0 Notify 65 1.000 0 0 0 0 NR 0 Toxic Pits 1.000 0 0 0 0 NR 0 State Landfill 0.500 0 0 0 NR NR 0 WMUDS/SWAT 0.500 0 0 0 NR NR 0 LUST 0.500 0 0 0 NR NR 0 CA Bond Exp. Plan 1.000 0 0 0 0 NR 0 UST 0.250 0 0 NR NR NR 0 VCP 0.500 0 0 0 NR NR 0 INDIAN LUST 0.500 0 0 0 NR NR 0 INDIAN UST 0.250 0 0 NR NR NR 0 CA FID UST 0.250 0 0 NR NR NR 0 HIST UST 0.250 0 0 NR NR NR 0 NOTES: See the EDR Proprietary Historical Database Section for details TP = Target Property _ NR = Not Requested at this Search Distance Sites may be listed in more than one database Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 A total of one (1) unmappable site was reported in the database findings. A review of these sites was conducted, and one is located within the AMSD. This facility is outside of the search distance, and therefore does not represent a recognized environmental condition in connection with the subject site. 5.2 SUBJECT PROPERTY DATABASE FINDINGS The subject site was not identified through the Federal and state environmental records review. 5.3 ADJOINING PROPERTY DATABASE FINDINGS Adjoining properties as defined in ASTM Standard E 1527-00 § 3.3.2 were not identified through the Federal and state environmental records review. 5.4 NON -ADJOINING PROPERTY DATABASE FINDINGS Non -adjoining properties within the AMSD were not identified through the Federal and state environmental records review. 10 Westport Advisors, Ltd. '- 14 Acre Vacant Lot La Quints, California PSI Project Number 583-5E040 0 6. RECONNAISSANCE FINDINGS 6.1 PROPERTY RECONNAISSANCE FINDINGS A summary of uses and conditions consistent with ASTM Standard E 1527-00 § 8.4 indicating the likelihood of recognized environmental conditions in connection with current uses of the property is provided below. For each of the uses or conditions identified on the property, detailed information is discussed following the summary along with an opinion about the significance of the listing to the analysis of recognized environmental conditions in connection with the subject site. IDENTIFIED YES NO Hazardous Substances In Connection With Adjoining Property Use Petroleum Products In Connection With Adjoining Property Use Aboveground Or Underground Storage Tanks (ASTs/USTs) Suspect Containers Electrical Or Mechanical Equipment Likely To Contain PCBs Stains Or Corrosion On Interior Of Facility Drains Or Sumps Wastewater Discharges Septic Or Sewage Tanks Pits, Ponds Or Lagoons Pools Of Liquid Or Standing Water Solid Waste Dumping, Landfills Or Suspect Fill Material Stained Soil Or Pavement Stressed Vegetation Wells Odors Other Uses Or Conditions Of Concern No evidence of the above listed uses or conditions were identified on the subject site during the site reconnaissance. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, Calilomla PSI Project Number 583-5E04O J 6.2 ADJOINING PROPERTY RECONNAISSANCE FINDINGS A summary of uses and conditions identified on adjoining properties consistent with ASTM Standard E 1527-00 § 8.4 indicating the likelihood of recognized environmental conditions in connection with the subject site is provided below. For each of the uses or conditions identified on adjoining properties, detailed information is discussed following the summary along with an opinion about the significance of the listing to the analysis of recognized environmental conditions in connection with the subject site. IDENTIFIED YES NO Hazardous Substances In Connection With Adjoining Property Use Petroleum Products In Connection With Adjoining Property Use Aboveground Or Underground Storage Tanks (ASTs1USTs) Suspect Containers Electrical Or Mechanical Equipment Likely To Contain PCBs Stains Or Corrosion On Interior Of Facility Drains Or Sumps Wastewater Discharges Septic Or Sewage Tanks Pits, Ponds Or Lagoons Pools Of Liquid Or Standing Water Solid Waste Dumping, Landfills Or Suspect Fill Material Stained Soil Or Pavement Stressed Vegetation Wells Odors Other Uses Or Conditions Of Concern No evidence of the above listed uses or conditions were identified on the adjoining properties during the site reconnaissance. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 0 0 7. FINDINGS AND CONCLUSIONS 7.1 PHASE I ENVIRONMENTAL SITE ASSESSMENT In accordance with ASTM Standard E 1527-00, this Phase I Environmental Site Assessment included reconnaissance of the subject and adjoining properties, interviews, and review of historical records and regulatory databases in an effort to identify evidence of recognized environmental conditions that may impact the property. This assessment has revealed no evidence of recognized environmental conditions in connection with the property. ON-SITE RECOGNIZED ENVIRONMENTAL CONDITIONS None ON-SITE HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS • None OFF-SITE RECOGNIZED ENVIRONMENTAL CONDITIONS None OFF-SITE HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS • None Westport Advisors, Ltd. - 14 Acre Vacant Lot La Quinta, Caiifomla PSI Project Number 583-5EO40 8. RECOMMENDATIONS Based on investigation of the property for evidence of recognized environmental conditions, PSI offers the following recommendations. • No further assessment of recognized environmental conditions appears to be warranted at this time. Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5Eo40 9. WARRANTY PHASE I ENVIRONMENTAL SITE ASSESSMENT PSI warrants that the findings and conclusions contained herein were accomplished in accordance with the methodologies set forth in the ASTM Standard E 1527-00 protocol. These methodologies are described by the standard as representing good commercial and customary practice for conducting an Environmental Site Assessment of a parcel of property for the purpose of identifying recognized environmental conditions. However, these findings and conclusions contain all of the limitations inherent in these methodologies that are referred to in the protocol and some of which are more specifically set forth below. UNIDENTIFIABLE CONDITIONS There is a possibility that even with proper application of these methodologies, conditions may exist on the property that could not be identified within the scope of the assessment or that were not reasonably identifiable from the available information. PSI believes that the information obtained from the records review and the interviews concerning the property is reliable. However, PSI cannot and does not warrant or guarantee that the information provided by these other sources is accurate or complete. The methodologies of this assessment are not intended to produce all inclusive or comprehensive results, but rather to provide the client with information regarding J apparent suspicions of existing and potential adverse environmental conditions relating to the subject site. As directed by the client, PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or reoccurrence of mold amplification. No other warranties are implied or expressed. � Westport Advisors, Ltd. 14 Acre Vacant Lot La Quinta, California PSI Project Number 583-5E040 I I I I I I I I I I I I I I I I O N f�: •I 1. •'a E `..� .o � ;' ;,+i.....: c ,� --_I y/ }` ' i{ .www• i ' Approximate Site Location • h'F'r• '•J . - '• iF rel i• i �'• .• .. _' � i .'. ,• ''1i�:,::; _ x tw water � _•.��:a -R. •Na9er ; •Meas � �,.. F ..1;+:aa:::� —.-... �.�y . �.i.r i x • j - .{ .�: _.. ... •�:: }• '' .ij.Jjiil .�; ... FAL ��..7. r• .. ..:i a /�rwt-7 h?1b7)7Q1TUTi 6867 NANCY RIDGF DIZ I VF,SI.II CFE J— — . .T) EiLSAN DIFGO, CALIFORNLA 92121 �, • c...nh, PI IONF:: 858.455.0544, FAX: 858.455.1170 TOPOGRAPHIC MAP IPST JOB V583 -5E040 14 ACRE VACANT 1.07 scn�c NE CORNER OF WASHINGTON STREET AND 50111 AVEN-6 NOS ALE LA QLINTA, CALIFORNIA o-iGC&R i e Sagebni sit Ave Iq Quinta t'.ountry Club � P da Sawat Lag* Dr �d Avenue 50 $. % La Quints Reavrt And Club t j Castle Pines dr q�e�`�Deser# F aB'J'� aY Cry N r, s Q Rancrho � ka Qu rn to Country 4 Rd Club Approximate ,[Oro Site Location 4rwd Treverae UWay Sptingbme Way Blue Sky Way Calle Tampico Ayerilda Ultimo Aven'sda Tujunga A Ow UP 2 i. Ir a: Coyote Crk Mandanna Nispetb o z n Breckenridge Dr �k I I I 11 I I 1 1 I 1 I I I 1 O CEDR-Enyironrriental Data Resources Inc "Linking Technology with Tradition"® Sanborn® Map Report To: Kelli Washburn Order Date: 5/5/2005 Completion Date: 5/5!2005 PSI, Inc. Inquiry #: 1415391.3 6867 Nancy Ridge Drive P.O. #: NA San Diego, CA 92121 Site Name: 14 Acre Vacant Lot Address: NEC 50th and Washington tomer Project: NA City/State: La Quints, CA 92253 :155SIL 858-455-0544 Cross Streets: is document reports that the largest and most complete collection of Sanborn fire insurance maps has been reviewed ed on client supplied information, and lire insurance maps depicting the target property at the specified address were not identified. NO COVERAGE .ght2005 by Environmental Data Resources, Inc. All rights reserved. Reproduction In any media or formal, In whole or In pan, of any report or map or Environmental Data Resources, r its affiliates, is prohibited without yynor written pennissicn, EDR and its logos (Including Sanborn and Sanbom Map) are trademarks of Environmental Data Resources, Inc. or its es. All other trademarks used hemin are the property of their respective owners. �J 1 I 1 I 1 1 1 LJ I 1 1 11 I The EDR Radius Map with GeoCheck° 14 Acre Vacant Lot NEC 50th and Washington La Quinta, CA 92253 Inquiry Number: 1415391.2s May 05, 2005 R` Environmental Data Resources Inc The Standard in Environmental Risk Management Information 440 Wheelers Farms Road Milford, Connecticut 06460 Nationwide Customer Service Telephone: 1-800-352-0050 Fax: 1-800-231-6802 Internet: www.edrnet.com .IL TABLE OF CONTENTS - SECTION PAGE 'D Executive Summary---------- ------------------------ ------------------ES1 Overview Map----------------- ---------------------------------------- 2 DetailMap--------------------------------- —-------------------------- 3 Map Findings Summary--------------------------- ------------- --- 4 MapFindings ---------------------------------------------------------- 6 EDR Proprietary Historical Map Findings -------------------------------------- 7 Orphan Summary------------------------------------------------------- 8 Government Records SearchediData Currency Tracking_ _ _ _ _ _ _ _ _ _ _ _ -------------- GRA GEOCHECK ADDENDUM Physical Setting Source Addendum_________________________________________ A-1 Physical Setting Source Summary ------------------------------------------- A-2 Physical Setting Source Map----------------------------------------------- A-7 Physical Setting Source Map Findings_______________________________________ A-8 Physical Setting Source Records Searched ------------------------------------ A-27 Thank you for your business. Please contact EDR at 1-800-352-0050 with any questions or comments. Disclaimer • Copyright and Trademark Notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It Cannot be concluded from this Report that coverage Information for the target and surrounding roperaes does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPOT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS'. Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for Illustrative purposes only, and are not intended to provide. nor should they be interpreted as providing any facts regarding, or prediction or forecast of. any enwronmenial risk for any property. Only a Phase I Environmental Site Assessment pedorme by an environmental professional can provide Information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be wnstrued as legal advice. Copyright 2005 by Environmental Data Resources, Inc. All rights reserved. Re roductlon in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc_ or as a Mates, is prohibited without priorwrilten permission. EOR and its logos (Including Sanborn and Sanhom Map) are trademarks of Environmental Data Resources, Inc, or its affiliates. All other trademarks used herein are the roe of their respective owners. TC1415391.2s Page 1 EXECUTIVE SUMMARY A search of available environmental records was conducted by Environmental Data Resources, Inc. (EDR). The report meets the government records search requirements of ASTM Standard Practice for Environmental Site Assessments, E 1527-00. Search distances are per ASTM standard or custom distances requested by the user. TARGET PROPERTY INFORMATION ADDRESS NEC 50TH AND WASHINGTON LA QUINTA, CA 92253 COORDINATES Latitude (North): 33.687100 - 33' 41' 13.6" Longitude (West): 116.294000- 116' 17' 38.4" Universal Tranverse Mercator: Zone i l UTM X (Meters): 565437.8 UTM Y (Meters): 3727493.2 Elevation: 45 ft. above sea level USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY Target Property: 33116-F3 LA QUINTA, CA Source: USGS 7.5 min quad index TARGET PROPERTY SEARCH RESULTS !� The target property was not listed In any of the databases searched by EDR. DATABASES WITH NO MAPPED SITES No mapped sites were found in EDR's search of available ( "reasonably ascertainable ") government records either on the target property or within the ASTM E 1527-00 search radius around the target property for the following databases: FEDERAL ASTM STANDARD NPL-- -- ---------------- - - -- National Priority List CERCLIS.................. .. Comprehensive Environmental Response, Compensation, and Liability Information System CERC-NFRAP............... CERCLIS No Further Remedial Action Planned CORRACTS................. Corrective Action Report RCRA-TSDF----------------- Resource Conservation and Recovery Act Information RCRA-LOG.................. Resource Conservation and Recovery Act Information RCRASQG.................. Resource Conservation and Recovery Act Information ERNS ........................ Emergency Response Notification System STATE ASTM STANDARD AWP ......................... Annual Workplan Sites �_� TC1415391.2s EXECUTIVE SUMMARY EXECUTIVE SUMMARY Cal -Sites ............. ...... Calsites Database Toxic Pits ................... Toxic Pits Cleanup Act Sites SWF/LF...................... Solid Waste Information System WMUDSISWAT............. Waste Management Unit Database LUST------------- -------- Geotrackers Leaking Underground Fuel Tank Report _. CA BOND EXP. PLAN....... Bond Expenditure Plan UST ......................... List of Underground Storage Tank Facilities INDIAN LUST ................ Leaking Underground Storage Tanks on Indian Land INDIAN UST ................. Underground Storage Tanks on Indian Land HIST UST .................... Hazardous Substance Storage Container Database FEDERAL ASTM SUPPLEMENTAL US ENG CONTROLS........ Engineering Controls Sites List ODI .......................... Open Dump Inventory DOD ............... .. ........ Department of Defense Sites INDIAN RESERV------------ Indian Reservations UMTRA...................... Uranium Mill Tailings Sites -- FUDS............. .......... Formerly Used Defense Sites SSTS....................... Section 7 Tracking Systems STATE OR LOCAL ASTM SUPPLEMENTAL CA WDS..................... Waste Discharge System DEED ........................ Deed Restriction Listing REF ......................... Unconfirmed Properties Referred to Another Agency W IP_ _ _. _ --- _ . . . . . . . ........ Well Investigation Program Case List NFA ......_.___............. No Further Action Determination NFE------------------------- Properties Needing Further Evaluation SCH......................... School Property Evaluation Program BROWNFIELD$ DATABASES US BROWNFIELDS------ . _.. A Listing of Brownfields Sites US INST CONTROL.......... Sites with Institutional Controls EOR PROPRIETARY HISTORICAL DATABASES See the EDR Proprietary Historical Database Section for details Surrounding sites were not Identified. Unmappable (orphan) sites are not considered in the foregoing analysis. EDR PROPRIETARY HISTORICAL DATABASES See the EDR Proprietary Historical Database Section for details DTC1415391.2s EXECUTIVE SUMMARY 2 EXECUTIVE SUMMARY Due to poor or Inadequate address information, the following sites were not mapped: Site Name SUNGLOW RANCH MA ESTIC PROPERTY KSL PGA WEST WEISKOFFINICKLAUS OAK TREE WEST PROPERTY IMPERIAL IRRIGATION DISTRICT BLACK GOLD 0 Database(s) LUST LUST LUST LUST UST HIST UST TC1415391,2s EXECUTIVE SUMMMY3 0 10 OVERVIEW MAP -1415391.2s - Inc. Target Property Sites at elevations higher Nan or equal to the target property • Sites at elevations lower than the targetproperty • Coal Gasification Sites National Priority List Sites Landfill Sites Dept. Defense Sites J TARGETPROPERTY: ADDRESS: CITY/STATE/ZIP: LAT/LONG: 14 Acre Vacant Lot NEC 50th and Washington La Ouinta CA 92253 33.68711116.2940 0 1A 2 1 Indian Reservations BIA Areasof Concern Oil & Gas pipelines 100•year flood zone (! 500 -year flood zone Federal Wetlands CUSTOMER: PSI, Inc. CONTACT: Kell! Washburn INQUIRY N: 1415391.26 DATE: May O5, 2005 8:08 pm O O DETAIL MAP -1415391.2s - PSI, Inc. 1 I£ \� YN ME 001A1 $VAMELDDIA YN MFLONA Y F,$ �'�` N, �. 41 LA OR lDe�' VAMEIJOIA '�` F, e,RACAS<i a! .j +moo•/ l I Y V` ��l pT eVr ,oa �1 i VU SONATA VIe601WA VIA SONAA47 `•� aS� 6RDEBRUSR AVE WHALER AVE )I ;jtl BJ1iLERRUSM OR .. I O 6AWAR0 RD v �` i /i IF o ! N`/ ell F SOT AVE I VEPUE So :LLLIE NORI- CNIE NORIE� DRAND :PAM: J V' iR. � • / ___r+.:;f HUNRi 'Luck ::. ,. `,.% � . ,.• i ca51�L PINESD�L A' Target Property 0 1116 In 111 MINA ♦ Sites at elevations higher than or equal to the target property - Indian Reservations BIA N- Areas of Concern N F-. I Sites at elevations lower than ?'' Oil B Gas pipelines the target property Coal Gasification Sites 100 -year flood zone Historical Gas Stations/ Historical Dry Cleaners 500 -year flood zone See the EOR Proprietary Historical Map Findings KI Federal Wetlands • Sensilive Receptors National Priority Us1 Sites Landfill Sites Dept. Defense Sites TARGET PROPERTY: 14 Acre Vacant Lot CUSTOMER: PSI, Inc. ADDRESS: NEC 50th and Washington CONTACT: Kelli Washburn CITY/STATEOP: La Quinia CA 92253 INQUIRY #: 1415391.2s LATlLONG: 33.6871/116.2940 DATE: May 05, 2005 8:08 pm nPriaFR V WA5 EDA, Ina. 0 NO DOL Ina ROL JHIDOS. ALL RahM R.,.rva. Database FEDERAL ASTM STANDARD MAP FINDINGS SUMMARY Search Target Distance Total Property (Miles) < 118 118.1/4 114-112 1/2-11 > 1 Plotted NPL 1.000 0 0 0 0 NR 0 CERCLIS 0.500 0 0 0 NR NR 0 — CERC-NFRAP 0.250 0 0 NR NR NR 0 CORRACTS 1.000 0 0 0 0 NR 0 RCRATSD 0.500 0 0 0 NR NR 0 RCRA Lg. Quan. Gen. 0.250 0 0 NR NR NR 0 RCRA Sm. Quan. Gen. 0.250 0 0 NR NR NR 0 ERNS TP NR NR NR NR NR 0 STATE ASTM STANDARD AWP 1.000 0 0 0 0 NR 0 Cal -Sites 1.000 0 0 0 0 NR 0 Toxic Pits 1.000 0 0 0 0 NR 0 State Landfill 0.500 0 0 0 NR NR 0 _ WMUDSISWAT 0.500 0 0 0 NR NR 0 LUST 0.500 0 0 0 NR NR 0 CA Bond Exp. Plan 1.000 0 0 0 0 NR 0 UST 0.250 0 0 NR NR NR 0 INDIAN LUST 0.500 0 0 0 NR NR 0 INDIAN UST TP NR NR NR NR NR 0 HIST UST 0.250 0 0 NR NR NR 0 FEDERAL ASTM SUPPLEMENTAL US ENG CONTROLS 0.500 0 0 0 NR NR 0 ODI TP NR NR NR NR NR 0 - DOD TP NR NR NR NR NR 0 INDIAN RESERV 1.000 0 0 0 0 NR 0 UMTRA 0.500 0 0 0 NR NR 0 FURS 1.000 0 0 0 0 NR 0 SSTS TP NR NR NR NR NR 0 STATE OR LOCAL ASTM SUPPLEMENTAL CA WDS TP NR NR NR NR NR 0 DEED TP NR NR NR NR NR 0 REF TP NR NR NR NR NR 0 WIP 0.250 0 0 NR NR NR 0 - NFA TP NR NR NR NR NR 0 NFE TP NR NR NR NR NR 0 SCH TP NR NR NR NR NR 0 EDR PROPRIETARY HISTORICAL DATABASES Gas StationslDry Cleaners 0.250 0 0 NR NR NR 0 TC1415391.2s Page4 MAP FINDINGS SUMMARY Search _ Target Distance Total Database Property (Miles) < 118 118-114 114-112 1f2 • 1 > 1 Plotted BROWNFIELDS DATABASES US BROWNFIELDS TP NR NR NR NR NR 0 US INST CONTROL 0.500 0 0 0 NR NR 0 NOTES: See the EDR Proprietary Historical Database Section for details TP = Target Properly NR = Not Requested at this Search Distance _ Sites may be listed in more than one database TC1415391.2s Pages 0 I�GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency on a monthly or quarterly basis, as required. Elapsed ASTM days: Provides confirmation that this EDR report meets or exceeds the 90 -day updating requirement of the ASTM standard. FEDERAL ASTM STANDARD RECORDS NPL: National Priority List Source: EPA Telephone: NIA National Priorities List (Superfund). The NPL is a subset of CERCUS and identifies over 1,200 sites for priority cleanup under the Supedund Program. NPL sites may encompass relatively large areas. As such, EDR provides polygon coverage for over 1,000 NPL site boundaries produced by EPA's Environmental Photographic Interpretation Center (EPIC) and regional EPA offices. Date of Government Version: 12/14104 Date of Data Arrival at EDR: 02/01/05 Dale Made Active at EDR: 02/03105 Elapsed ASTM days: 2 Database Release Frequency: Quarterly Dale of Last EDR Contact: 02!01105 NPL Site Boundaries Sources: EPA's Environmental Photographic Interpretation Center (EPIC) Telephone: 202.564-7333 EPA Region 1 EPA Region 6 Telephone 617.918-1143 Telephone: 214.655.6559 EPA Region 3 EPA Region 8 Telephone 215-814-5418 Telephone: 303-312-6774 EPA Region 4 Telephone 404-562.8033 CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System Source: EPA Telephone: 703-413-0223 CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities, private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCt.A). CERCLIS contains sites which are either proposed to or on the National Priorities List (NPL) and sites which are In the screening and assessment phase for possible inclusion on the NPL. Date of Government Version: 02115/05 Date Made Active at EDR: 04106105 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 03/22/05 Elapsed ASTM days: 15 Date of Last EDR Contact: 03/22/05 CERCLIS-NFRAP: CERCLIS No Further Remedial Action Planned Source: EPA Telephone: 703-413.0223 As of February 1995, CERCLIS sites designated "No Further Remedial Action Planned" (NFRAP) have been removed from CERCLIS. NFRAP sites may be sites where, following an Initial investigation, no contamination was found, contamination was removed quickly without the need forthe site to be placed on the NPL, or the contamination was not serious enough to require Federal Superfund action or NPL consideration. EPA has removed approximately 25,000 NFRAP sites to lift the unintended barriers to the redevelopment of these properties and has archived them as historical records so EPA does not needlessly repeat the Investigations in the future. This policy change is part of the EPA's Brownfields Redevelopment Program to help cities, stales, private Investors and affected citizens to promote economic redevelopment of unproductive urban sites. TC1415391.2s Page GR -1 0 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 03/22/05 Date Made Active M EDR: 04/06105 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 04/01/05 Elapsed ASTM days: 5 Date of Last EDR Contact: 04/01105 CORRACTS: Corrective Action Report Source: EPA Telephone: 800.424-9346 CORRACTS identifies hazardous waste handlers with RCRA corrective action activity. Date of Government Version: 12115104 Date Made Active at EDR: 02/25105 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 01107/05 Elapsed ASTM days: 49 Date of Last EDR Contact: 03107105 RCRA: Resource Conservation and Recovery Act Information Source: EPA Telephone: 800.424.9346 -- RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRAInfo replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS). The database includes selective information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs) generale less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month. Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month. Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month. Transporters are Individuals or entities that move hazardous waste from -- the generator off-site to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat. store, or dispose of the waste. Date of Government Version: 03/13/05 Dale of Data Arrival at EDR: 03/23105 Dale Made Active at EOR: 04/25/05 Elapsed ASTM days: 33 Database Release Frequency: Quarterly Date of Last EOR Contact: 03/23/05 ERNS: Emergency Response Notification System JSource: National Response Center, United States Coast Guard Telephone: 202.260.2342 Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous substances. _ Dale of Government Version; M31/04 Date Made Active at EDR: 03124/05 Database Release Frequency: Annually Data of Data Arrival at EDR: 01127105 Elapsed ASTM days: 56 Dale of Last EDR Contact: 0425/05 FEDERAL ASTM SUPPLEMENTAL RECORDS DR5: Biennial Reporting System Source: EPAINTIS .. Telephone: 800-424-9346 The Biennial Reporting System is a national system administered by the EPA that collects data on the generation and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LOG) and Treatment, Storage, and Disposal Facilities. Date of Government Version: 12101/01 Database Release Frequency. Biennially Date of Last EOR Contact: 04/15/05 Date of Next Scheduled EDR Contact: 06/13/05 DOD: Department of Defense Sites Source: USGS Telephone: 703.692-8801 This data set consists of federally owned or administered lands, administered by the Department of Defense, that have any area equal to or greater than 640 acres of the United Slates, Puerto Rico, and the U.S. Virgin Islands. TC1415391.2s Page GR -2 GOVERNMENT RECORDS SEARCHED I DATA CURRENCY TRACKING Date of Government Version: 10/01/03 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 02/08/05 Date of Next Scheduled EDR Contact: 05109105 UMTRA: Uranium Mill Tailings Sites Source: Department of Energy Telephone: 505.845-0011 Uranium ore was mined by private companies for federal government use In national defense programs. When the mills shut down, large piles of the sand -like material (mill tailings) remain after uranium has been extracted from the ore. Levels of human exposure to radioactive materials from the piles are low; however, In some cases tailings were used as construction materials before the potential health hazards of the tailings were recognized. In 1978, 24 Inactive uranium mill tailings sites in Oregon, Idaho, Wyoming, Utah, Colorado, New Mexico, Texas, North Dakota. South Dakota. Pennsylvania, and on Navajo and Hopi tribal lands, were targeted for cleanup by the Department of Energy. Dale of Government Version: 12/29/04 Database Release Frequency: Varies Date of Last EDR Contact: 03122105 Data of Next Scheduled EDR Contact: 06/20/05 001: Open Dump Inventory Source: Environmental Protection Agency Telephone: 800-424-9346 An open dump Is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258 Subtitle D Criteria. Date of Government Version: 06130/85 Database Release Frequency: No Update Planned Date of Last EDR Contact: 05123/95 Date or Next Scheduled EDR Contact: NIA FUDS: Formerly Used Defense Sites Source: U.S. Arany Corps of Engineers Telephone: 202.528-4285 The listing includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers is actively working or will lake necessary cleanup actions. Date of Government Version: 12/31/03 Database Release Frequency: Varies Date of Last EDR Contact: 04104105 Dale of Next Scheduled EDR Contact: 07104/05 INDIAN RESERV: Indian Reservations Source: USGS Telephone' 202.208.3710 This map layer portrays Indian administered lands of the United States that have any area equal to or greater than 640 acres. Date of Government Version: 10/01103 Database Release Frequency: Semi -Annually Dale of Last EDR Contact: 02/08/05 Dale of Next Scheduled EDR Contact: 05/09/05 US ENG CONTROLS: Engineering Controls Sites List Source: Environmental Protection Agency Telephone: 703.603-8867 A listing of sites with engineering controls in place. Engineering controls include various forms of caps, building foundations, liners, and treatment methods to create pathway elimination for regulated substances to enter environmental media or effect human health. Date of Government Version: 01/10/05 Database Release Frequency: Varies Date of Last EDR Contact: 04104/05 Date of Next Scheduled EDR Contact: 07/04/05 SSTS: Section 7 Tracking Systems Source: EPA Telephone: 202-564-5006 Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 629) requires all registered pesticide -producing establishments to submit a report to the Environmental Protection Agency by March 1st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices being produced, and those having been produced and sold or distributed in the past year. TC1415391.2s Page GR -3 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING (� Date of Government Version: 12/31/03 Date of Last EDR Contact: 04/19105 Database Release Frequency: Annually Date of Nest Scheduled EDR Contact: 07110105 STATE OF CALIFORNIA ASTM STANDARD RECORDS AWP: Annual Workplan Sites Source: California Environmental Protection Agency Telephone: 916-323-3400 Known Hazardous Waste Sites. California OTSC's Annual Workplan (AWP), formerly BEP, identifies known hazardous substance sites targeted for cleanup. "- Date of Government Version: 02/07/05 Data of Data Arrival at EDR: 03101/05 Date Made Active at EDR: 04105/05 Elapsed ASTM days: 35 Database Release Frequency: Annually Date of Last EDR Contact: 03/01/05 J CAL -SITES: Calsites Oalabase Source: Department of Toxic Substance Control Telephone: 916-323.3400 The Calsites database contains potential or confirmed hazardous substance release properties. In 1996, California EPA reevaluated and significantly reduced the number of sites In the Calsites database. Date of Government Version: 02/07/05 Date Made Active at EDR: 04/05105 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 03101/05 Elapsed ASTM days: 35 Date of Last EDR Contact: 03101/05 TOXIC PITS: Toxic Pits Cleanup Act Silos Source: State Water Resources Control Board Telephone: 916-227-4364 Toxic PITS Cleanup Act Sites. TOXIC PITS identifies sites suspected of containing hazardous substances where cleanup has not yet been completed. Date of Government Version: 07/01/95 Date Made Active at EDR: 09/26(95 Database Release Frequency: No Update Planned Date of Data Arrival at EDR: 08/30195 Elapsed ASTM days: 27 Date of Last EDR Contact: 02101105 SWFfLF (SWIS): Solid Waste Information System Source: Integrated Waste Management Board Telephone: 916-341-6320 Active, Closed and Inactive Landfills. SWF/LF records typically contain an inventory of solid waste disposal facilities or landfills. These may be active or i tractive facilities or open dumps that failed to meet RCRA Section 4004 criteria for solid waste landfills or disposal sites. Date of Government Version: 03/14/05 Date Made Active at EDR: 04/05/05 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 03115/05 Elapsed ASTM days: 21 Dale of Last EOR Contact: 03115105 WMUDS/SWAT: Waste Management Unit Database Source: State Water Resources Control Board Telephone: 916-227-4448 - Waste Management Unit Database System. WMUDS is used by the State Water Resources Control Board staff and the Regional Water Quality Control Boards for program tracking and inventory of waste management units. WMUDS is composed of the following databases: Facility Information, Scheduled Inspections Information, Waste Management Unit Information, SWAT Program Information, SWAT Report Summary Information, SWAT Report Summary Data, Chapter 15 (formerly Subchapter 15) Information, Chapter 15 Monitoring Parameters, TPCA Program Informatlon, RCRA Program Information, Closure Information, and Interested Parties Information. Date of Government Version: 04/01/00 Date Made Active at EDR: 05/10/00 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 04/10100 Elapsed ASTM days: 30 Date of Last EDR Contact: 03107!05 TC1415391.2s Page GR -4 0 J GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING LUST: Geotracker's Leaking Underground Fuel Tank Report Source: State Water Resources Control Board Contact: Riverside County Environmental Health, (951) 358-5055 Leaking Underground Storage Tank Incident Reports. LUST records contain an inventory of reported leaking underground storage tank incidents. Not all states maintain these records, and the information stored varies by stale, Dale of Government Version: 01!10/05 Dale Made Active at EDR: 02/21/05 Database Release Frequency: Quarterly Date of Data Arrival at EDR: 01110105 Elapsed ASTM days: 42 Date of Last EDR Contact: 04/13/05 CA BOND EXP. PLAN: Bond Expenditure Plan Source: Department of Health Services Telephone: 916-255-2118 Department of Health Services developed a site-specific expenditure plan as the basis for an appropriation of Hazardous Substance Cleanup Bond Act funds. It is not updated. Date of Government Version: 01101/89 Date of Data Arrival at EDR: 07/27/94 Dale Made Active at EOR: 08/02/94 Elapsed ASTM days: 6 Database Release Frequency: No Update Planned Date of Last EDR Contact: 05/31/94 CA UST: UST: Active UST Facilities Source: SWRCB Contact: Riverside County Environmental Health, (951) 358-5055 Active UST facilities gathered from the local regulatory agencies Date of Government Version: 01/10/05 Date of Data Arrival at EDR: 01/10/05 Date Made Active at EOR: 02/21/05 Elapsed ASTM days: 42 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 04113/05 INDIAN LUST: Leaking Underground Storage Tanks on Indian Land Source: Environmental Protection Agency Telephone: 415.972-3372 LUSTs on Indian land In Arizona, California, New Mexico and Nevada Dale of Government Version: 03/18/05 Date of Data Arrival at EDR: 03/21/05 Dale Made Active at EDR: 04/13/05 Elapsed ASTM days: 23 Database Release Frequency: Varies Date of Last EDR Contact 02/22105 INDIAN LUST: Leaking Underground Storage Tanks on Indian Land Source: EPA Region 10 Telephone: 206-553.2857 LUSTS on Indian land in Alaska, Idaho, Oregon and Washington. Dale of Government Version: 02/02105 Date of Data Arrival at EDR: 02/02/05 Dale Made Active at EDR: 03/28/05 Elapsed ASTM days: 54 Database Release Frequency: Vanes Dale of Last EDR Contact: 01131/05 INDIAN UST: Underground Storage Tanks on Indian Land Source: EPA Region 9 Telephone: 415.972-3368 Dale of Government Version: 11/02/04 Date of Data Arrival at EOR: 11103/04 Date Made Active at EDR: 12/13104 Elapsed ASTM days: 40 Database Release Frequency: Varies Dale of Last EDR Contact: 0212005 HIST UST: Hazardous Substance Storage Container Database Source: Slate Water Resources Control Board Telephone: 916-341-5851 The Hazardous Substance Storage Container Database is a historical listing of UST sites. Refer to Iocallcounty source for current data, TC1415391.2s Page GR -5 0 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 10115/90 Dale Made Active at EDR: 02/12191 Database Release Frequency: No Update Planned STATE OF CALIFORNIA ASTM SUPPLEMENTAL RECORDS CA WDS: Waste Discharge System Source: State Water Resources Control Board Telephone: 916-341-5227 Sites which have been issued waste discharge requirements. Dale of Government Version: 03121/05 Database Release Frequency: Quanorly Date of Data Arrival at EDR: 0125791 Elapsed ASTM days: 16 Date of Last EOR Contact: 07/26701 Date of Last EDR Contact: 0322705 Date of Next Scheduled EDR Contact: 06/20105 DEED: Deed Restriction Listing Source: Department of Toxic Substances Control Telephone: 916-323-3400 Site Mitigation and Brownfields Reuse Program Facility Sites with Deed Restrictions & Hazardous Waste Management Program Facility Sites with Deed I Land Use Restriction. The DISC Site Mitigation and Brownfields Reuse Program (SMBRP) list includes sites cleaned up under the program's oversight and generally does not include currant .. or former hazardous waste facilities that required a hazardous waste facility permit. The list represents deed restrictions that are active. Some sites have multiple deed restrictions. The DTSC Hazardous Waste Management Program (HWMP) has developed a list of current or former hazardous waste facilities that have a recorded land use restriction at the local county recorder's office. The land use restrictions on this list were required by the DTSC HWMP as a result of the presence of hazardous substances that remain on site after the facility (or part of the facility) has been closed or cleaned up. The types of land use restriction Include deed notice, deed restriction, or a land use restriction that binds current and future owners. Dale of Government Version: 04/05/05 Database Release Frequency: Semi -Annually Date of Last EDR Contact- 04/04/05 Date of Next Scheduled EDR Contact: 07104/05 NFA: No Further Action Determination O Source: Department of Toxic Substances Control Telephone: 916.323-3400 This category contains properties at which DTSC has made a dear determination that the property does not pose a problem to the environment or to public health. J Date of Government Version: 02107105 Database Release Frequency: Quarterly WIP: Well Investigation Program Case List Source: Los Angeles Water Quality Control Board Telephone: 213-576-6726 Well Investigation Program case in the San Gabriel and San Fernando Valley area. Date of Government Version: 0127105 Database Release Frequency: Varies Date of Last EDR Contact: 03/01/05 Date of Next Scheduled EDR Contact: 05/30/05 Date of Last EOR Contact: 04/25105 Date of Next Scheduled EDR Contact: 07125(05 REF: Unconfirmed Properties Referred to Another Agency Source: Department of Toxic Substances Control Telephone: 916323.3400 This category contains properties where contamination has not been confmned and which were determined as not requiring direct DTSC Site Mitigation Program action or oversight. Accordingly, these sites have been referred 10 another stale or focal regulatory agency. Date of Government Version: 02107/05 Database Release Frequency. Quarterly Date of Last EDR Contact: 03101(05 Date of Next Scheduled EDR Contact: 051'30105 SCH: School Property Evaluation Program Source: Department of Toxic Substances Control Telephone: 916-323.3400 This category contains proposed and existing school sites that are being evaluated by DTSC for possible hazardous materials contamination. In some cases. these properties may be listed in the CalSiles category depending on the level of threat to public health and safety or the environment they pose. TC1415391.2s Page Gi O J GOVERNMENT RECORDS SEARCHED ! DATA CURRENCY TRACKING Date of Government Version: 02/07/05 Database Release Frequency: Quarterly Date of Last EOR Contact: 03/01/05 Date of Next Scheduled EDR Contact: 05130/05 NFE: Properties Needing Further Evaluation Source: Department of Toxic Substances Control Telephone: 916-323-3400 This category contains properties that are suspected of being contaminated. These are unconfirmed contaminated properties that need to be assessed using the PFA process. PEA In Progress indicates properties where OTSC is currently conducting a PEA. PEA Required indicates properties where DTSC has determined a PEA is required, but not currently underway. Date of Government Version: 02/07/05 Database Release Frequency: Quarterly LOCAL RECORDS ALAMEDA COUNTY; Local Oversight Program Listing of UGT Cleanup Sites Source: Alameda County Environmental Health Services Telephone: 510-567-6700 Date of Government Version: 02/14/05 Database Release Frequency: Semi -Annually Underground Tanks Source: Alameda County Environmental Health Services Telephone: 510-567-6700 Date of Government Version: 02/15/05 Database Release Frequency: Semi -Annually KERN COUNTY: Underground Storage Tank Sites 8 Tank Listing Source: Kern County Environment Health Services Department Telephone: 661-862-8700 Kern County Sites and Tanks Listing. Date of Government Version: 12/13/04 Database Release Frequency: Quarterly LOS ANGELES COUNTY: List of Solid Waste Facilities Source: La County Department of Public Warks Telephone: 818-458.5185 Date of Government Version: 02/01/05 Database Release Frequency: Varies City of EI Segundo Underground Storage Tank Source: City of EI Segundo Fire Department Telephone: 310-524-2236 Date of Government Version: 02/14/05 Database Release Frequency: Semi -Annually Dale of Last EDR Contact: 03101/05 Date of Next Scheduled EDR Contact: 05/30105 Date of Last EOR Contact: 04125/05 Date of Next Scheduled EDR Contact: 07/25105 Date of Last EDR Contact: 04125/05 Date of Next Scheduled EDR Contact: 07125105 Date of Last EDR Contact: 03107105 Date of Next Scheduled EDR Contact: 06106105 Date of Last EDR Contact 02/18105 Dale of Next Scheduled EDR Contact: 06116105 Date of Last EDR Contact: 02MAIM5 Date of Next Scheduled EDR Contact: 05116/05 T01415391.2s Page GR -7 GOVERNMENT RECORDS SEARCHED/ DATA CURRENCY TRACKING City of Long Beach Underground Storage Tank Source: City of Long Beach Fire Department Telephone: 562-570-2543 Date of Government Version: 03128103 Database Release Frequency: Annually City of Torrance Underground Storage Tank Source: City of Torrance Fire Department Telephone: 310-618.2973 Date of Government Version: 03/24105 Database Release Frequency: Semi -Annually City of Los Angeles Landfills Source: Engineering 8 Construction Division Telephone: 213-473-7869 Date of Government Version: 03/01105 Database Release Frequency: Varies Date of Last EOR Contact: 02/23105 Date of Nem Scheduled EOR Contact: 05/23/05 Dale of Last EOR Contact: 02/28/05 Date of Next Scheduled EOR Contact: 05116/05 Dale of Last EDR Contact: 03118105 Date of Next Scheduled EDR Contact: 06113/05 San Gabriel Valley Areas of Concern Source: EPA Region 9 Telephone: 415-972-3178 San Gabriel Valley areas where VOC contamination is at or above the MCL as designated by region 9 EPA office. Date of Government Version: 12131/98 Database Release Frequency: No Update Planned MARIN COUNTY: Underground Storage Tank Sites Source: Public Works Department Waste Management Telephone: 415-499.6647 Currently permitted USTs in Marin County. Date of Government Version: 02/05/05 Database Release Frequency: Seml-Annually NAPA COUNTY: Sites With Reported Contamination Source: Napa County Department of Environmental Management Telephone: 707.253.4269 Date of Government Version: 03/29/05 Database Release Frequency: Semi -Annually Closed and Operating Underground Storage Tank Sites Source: Napa County Department of Environmental Management Telephone: 707-253-4269 Dale of Government Version: 03(29(05 Database Release Frequency: Annually ORANGE COUNTY: 0 Date of Last EDR Contact: 07106199 Date of Next Scheduled EDR Contact: NIA Date of Last EDR Contact: 01/31105 Date of Next Scheduled EDR Contact: 05102105 Date of Last EDR Contact: 03128/05 Date of Next Scheduled EOR Contact: 06127/05 Date of Last EDR Contact: 03128/05 Date of Next Scheduled EOR Contact: 06127105 TC14153912s Page GR -8 0 GOVERNMENT RECORDS SEARCHED ! DATA CURRENCY TRACKING List of Underground Storage Tank Cleanups Source: Health Care Agency Telephone: 714-834-3446 Orange County Underground Storage Tank Cleanups (LUST). Dale of Government Version: 02101/05 Date of Last EDR Contact: 03111/05 Database Release Frequency: Quarterly Date of Next Scheduled EOR Contact 06!06105 List of Underground Storage Tank Facilities Source: Health Care Agency Telephone: 714-834-3446 Orange County Underground Storage Tank Facilities (UST). Date of Govemment Version: 03101105 Date of Last EDR Contact: 03/11105 Database Release Frequency: Quarterly Dale of Next Scheduled EDR Contact: 06/06/05 RIVERSIDE COUNTY: Listing of Underground Tank Cleanup Sites Source: Department of Public Health ' Telephone: 909-356.5055 Riverside County Underground Storage Tank Cleanup Sites (LUST). Dale of Government Version: 02114105 Dale of Last EDR Contact: 04/18105 Database Release Frequency: Quarterly Data of Next Scheduled EDR Contact: 07/18/05 Underground Storage Tank Tank List Source: Health Services Agency Telephone: 909.358-5055 Date of Government Version: 02)14/05 Date of Last EDR Contact 04/18105 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 07/18/05 SAN DIEGO COUNTY: Solid Waste Facilities Source: Department of Health Services Telephone: 619338-2209 San Diego County Solid Waste Facilities. Data of Government Version: 0ei01100 Date of Last EDR Contact: 02/22/05 Database Release Frequency: Varies Date of Next Scheduled EOR Contact 05/23/05 SAN FRANCISCO COUNTY: - Local Oversite Facilities Source: Department Of Public Health San Francisco County Telephone: 415-252-3920 Date of Government Version: 03/09/05 Date of Last EDR Contact: 03/67105 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/06/05 Underground Storage Tank Information Source: Department of Public Heaith Telephone: 415-252.3920 Date of Government Version: 03/09105 Date of Last EOR Contact: 03/07/05 Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/06/05 J TC1415391.2s Page GR -9 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING SAN MATEO COUNTY: Fuel Leak Ust Source: San Mateo County Environmental Health Services Division Telephone: 650-363-1921 Date of Government Version: 02114/05 Database Release Frequency: Semi -Annually SANTA CLARA COUNTY: Fuel Leak Sita Activity Report Source: Santa Clara Valley Water District Telephone: 408.265.2600 Date of Government Version: 03/29/05 Database Release Frequency: Semi -Annually SOLANO COUNTY: Leaking Underground Storage Tanks Source: Solana County Department of Environmental Management Telephone: 707.7845770 Date of Government Version: 04/18105 Database Releasa Frequency: Quarterly Underground Storage Tanks Source: Solano County Department of Environmental Management Telephone: 707-784-6770 !`.J\ Date of Government Version: 12/14104 Database Release Frequency: Quarterly SONOMA COUNTY: Leaking Underground Storage Tank Sites Source: Department of Health Services Telephone: 707-565-6565 Date of Government Version: 01127(05 Database Release Frequency: Quarterly SUTTER COUNTY: Underground Storage Tanks Source: Sutter County Department of Agriculture Telephone: 530-822-7500 Date of Government Version: 01129/04 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 04/11/05 Date of Next Scheduled EDR Contact: 07/11/05 Date of Last EDR Contact: 03/29(05 Date of Next Scheduled EDR Contact; 06127/05 Date of Last EDR Contact: 04/18105 Date of Next Scheduled EDR Contact: 06/13105 Date of Last EDR Contact: 04/18/05 Date of Next Scheduled EDR Contact: 06113/05 Date of Last EDR Contact 04/25/05 Dale of Next Scheduled EDR Contact: 07125/05 Date of Last EDR Contact: 04/18/05 Date of Next Scheduled EDR Contact: W104i05 TC1415391.2s Page GR -10 l� GOVERNMENT RECORDS SEARCHED 1 DATA CURRENCY TRACKING VENTURA COUNTY: Inventory of Illegal Abandoned and Inactive Sites Source: Environmental Health Division Telephone: 805-654-2813 Ventura County Inventory of Closed, Illegal Abandoned, and Inactive Sites. Date of Government Version: 08101/04 Database Release Frequency: Annually Listing of Underground Tank Cleanup Sites Source: Environmental Health Division Telephone: 805-654.2813 Ventura County Underground Storage Tank Cleanup Sites (LUST). Date of Government Version: 03(01/05 Database Release Frequency: Quarterly Date of Last EOR Contact: 0223105 Date of Next Scheduled EDR Contact: 05!23105 Date of Last EDR Contact: 03/18/05 Date of Next Scheduled EDR Contact: 06/13/05 Underground Tank Closed Sites List Source: Environmental Health Division Telephone: 605.654-2813 Ventura County Operating Underground Storage Tank Sites (USTyUnderground Tank Closed Sites List. Date of Government Version: 12/01/04 Database Release Frequency: Quarterly YOLO COUNTY: Underground Storage Tank Comprehensive Facility Report Source: Yolo County Department of Health Telephone: 530-666.8646 Date of Government Version: 01/18/05 Database Release Frequency: Annually Dale of Last EDR Contact 04!15/05 Date of Next Scheduled EDR Contact: 07111/05 Date of Last EDR Contact: 04118/05 Date of Next Scheduled EOR Contact: 07118/05 California Regional Water Quality Control Board (RWQCB) LUST Records LUST REG 1: Active Toxic Site Investigation Source: California Regional Water Quality Control Board North Coast (1) Telephone: 707-576-2220 Del Norte, Humboldt, Lake, Mendocino, Modoc, Siskiyou, Sonoma, Trinity counties, For more current information, please refer to the State Water Resources Control Board's LUST database. Date of Government Version: 02/01/01 Database Release Frequency,. No Update Planned Date of Last EDR Contact: 02/23/05 Date of Next Scheduled EDR Contact: 05/23/05 LUST REG 2: Fuel Leak List Source: California Regional Water Quality Control Board San Francisco Bay Region (2) Telephone: 510-286-0457 Date of Government Version: 09/30/04 Database Release Frequeney: Quarterly LUST REG 3: Leaking Underground Storage Tank Database Source: California Regional Water Quality Control Board Central Coast Region (3) Telephone: 805-549.3147 Date of Las( EDR Contact: 04/11/05 Date of Next Scheduled EDR Contact: 07/11/05 TC1415391.2s Page GR -11 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING Date of Government Version: 05119/03 Database Release Frequency: No Update Planned Date of Last EDR Contact: 02/14/05 Date of Next Scheduled EDR Contact: 05/16/05 LUST REG 4: Underground Storage Tank leak List Source: California Regional Water Quality Control Board Los Angeles Region (4) Telephone: 213-576-6600 Los Angeles. Ventura counties. For more current information, please refer to the Slate Water Resources Control Boards LUST database, Dale of Government Version: 09107/04 Database Release Frequency: No Update Planned LUST REG 5: Leaking Underground Storage Tank Database Source: California Regional Water Quality Control Board Central Valley Region (5) Telephone: 916-464-3291 Date of Government Version: 01101/05 Database Release Frequency Quarterly Date of Last EDR Contact: 03/29105 Date of Next Scheduled EDR Contact: 06127/05 Date or Last EDR Contact: 04/19105 Date of Next Scheduled EOR Contact: 07/04/05 LUST REG 6L: Leaking Underground Storage Tank Case Listing Source: California Regional Water Quality Control Board Lahontan Region (6) Telephone: 916-542-5424 For more current information, please refer to the Slate Water Resources Control Board's LUST database. Date of Government Version: 09109103 Database Release Frequency: No Update Planned Date of Last EDR Contact: 04/12/05 Dale of Next Scheduled EDR Contact; 06106/05 LUST REG 6V: Leaking Underground Storage Tank Case Listing Source: California Regional Water Quality Control Board Victorville Branch Office (6) Telephone: 760-346-7491 Date of Government Version: 08/09/04 Database Release Frequency: No Update Planned Date of Last EDR Contact: 04/15105 Date of Next Scheduled EDR Contact: 07/04105 LUST REG 7: Leaking Underground Storage Tank Case Listing Source: California Regional Water Quality Control Board Colorado River Basin Reglon (7) Telephone: 760-346-7491 Date of Government Version: 02/26/04 Database Release Frequency: No Update Planned Date of Last EOR Contact: 03/29/05 Date of Next Scheduled EDR Contact: 06127/05 LUST REG 8: Leaking Underground Storage Tanks Source: California Regional Water Quality Control Board Santa Ana Region (8) Telephone: 951.782.4130 California Regional Water Quality Control Board Santa Ana Region (8), For more current information, please refer to the State Water Resources Control Board's LUST database. Date of Government Version: 02114105 Database Release Frequency: Varies Date of Lest EOR Contact: 02/08105 Date of Next Scheduled EOR Contact: 05/09/05 LUST REG 9: Leaking Underground Storage Tank Report Source: California Regional Water Quality Control Board San Diego Region (9) Telephone: 858467-2980 Orange, Riverside, San Diego counties. For more current information, please refer to the State Water Resources Control Board's LUST database. Dale of Government Version: 03/01101 Database Release Frequency: No Update Planned Date of Last EOR Contact: 04/19/05 Date of Next Scheduled EDR Contact: 07118105 TC1415391.2s Page GRA2 GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING EDR PROPRIETARY HISTORICAL DATABASES EDR Historical Gas Station and Dry Cleaners: EDR has searched select national collections of business directories and has _ collected listings of potential dry cleaner and gas station/filling stationtservice station sites that were available to EDR researchers, EDR's review was limited to those categories of sources that might, in EDR's opinion, Include dry cleaning and gas station/filling station/service station establishments. The categories reviewed included, but were not limited to; gas. gas station, gasoline station, filling station, auto, automobile repair, auto service station, service station, dry cleaner, cleaners, laundry, laundromar, cleaningaaundry, wash & dry, etc. This information is meant to assist and complement environmental professionals in their conduct of environmental site assessments, and is not meant to be a substitute for a full historical investigation as defined in ASTM E1527. The information provided in this proprietary database may or may not be complete; i.e., the absence of a dry cleaner or gas station/filling slationtservice station silo does not necessarily mean that such a site did not exist in [tie area covered by this report. (A note on "drycleaniog"silos: itis not possible for EDR to differentiate between establishments that use PERC on -life as a Weaning solvent and sites (fiat function simply as drop-off and pick-up locations or that are traditional wet cleaning laundry facilities. Therefore, it is essential for onvironrnontal professionals to incorporate protessionaljudgment in the evaluation of each sits.) %D Former Manufactured Gas (Coal Gas) Sites: The existence and location of Coal Gas sites is provided exclusively to EDR by Real Property Scan, Inc. CCopynght 1993 Real Property Scan. Inc. For a technical description of the types of hazards which may be found at such sites, contact your EDR customer service representative. Disclaimer Provided by Real Property Scan, Inc. The information contained in this report has predominantly been obtained from publicly available sources produced by entices other than Real Property Scan. While reasonable steps have been taken to insuro the accuracy of this report, Real Property Scan does not guarantee the accuracy of this report. Any liability on the part of Real Property Scan is strictly limited to a refund of the amount paid. No claim is made for the actual existence of toxins at any site. This report does not constitute a legal opinion. BROWNF15LOS DATABASES US BROWNFIELD& A Listing of Brownfields Sites Source: Environmental Protection Agency Telephone: 202-$66-2777 Included in the listing are Brownfields properties addresses by Cooperative Agreement Recipients and Brownfields properties addressed by Targeted Brownfields Assessments, Targeted Brownfields Assessments -EPA's Targeted Brownfields Assessments (TBA) program is designed to help stales, tribes, and municipalities --especially those without EPA Brownfields Assessment Demonstration Pilots—minimize the uncertainties of contamination often associated with brownfields. Under the TBA program, EPA provides funding and/or technical assistance for environmental assessments at brownfields sites throughout the country. Targeted Brownfields Assessments supplement and work with other efforts under EPA's Brownflelds Initiative to promote cleanup and redevelopment of Brownfields. Cooperative Agreement Reciplents-Stales, political subdivisions, territories, and Indian tribes become Brownfields Cleanup Revolving Loan Fund (BCRLF) cooperative agreement recipients when they enter into BCRLF cooperative agreements with the U.S. EPA. EPA selects BCRLF cooperative agreement recipients based on a proposal and application process. BCRLF cooperative agreement recipients must use EPA funds provided through BCRLF cooperative agreement for specified brownfields-related cleanup activities. Dale of Government Version: 01/10/05 Database Release Frequency: Semi -Annually Date of Last EDR Contact: 03/14/05 Date of Next Scheduled EDR Contact: 06113105 US INST CONTROL: Sites with Institutional Controls Source: Environmental Protection Agency Telephone: 703-603-8867 A listing of sites with institutional controls in place. Institutional controls include administrative measures, such as groundwater use restrictions, construction restrictions, property use restrictions, and post remediation care requirements intended to prevent exposure to contaminants remaining on site. Deed restrictions are generally required as part of the Institutional controls, TC1415391.2s Page GR -13 `J J GOVERNMENT RECORDS SEARCHED I DATA CURRENCY TRACKING Date of Govemment Version: 01/10/05 Date of Last EDR Contact: 04104105 Database Release Frequency: Varies Date of Next Scheduled EDR Contact: 07/04/05 OTHER DATABASE(SI Depending on the geographic area covered by this repair, the data provided in these specialty databases may or may not be complete. For example, the existence of wellands information data in a specific report does not mean that all wetlands In the area covered by the report are included. Moreover, the absence of any reported wetlands Information does not necessarily mean that wetlands do not exist in the area covered by the report. Oil(Gas Pipelines: This data was obtained by EDR from the USGS in 1994. It is referred to by USGS as GeoData Digital Line Graphs from 1:100.000-Scalo Maps. It was extracted from the transportation category including some oil, but primarily gas pipelines. Electric Powor Transmission Line Data Source: PennWell Corporation Telephone: (800) 823-6277 This map includes information copyrighted by PennWell Corporation. This information Is provided on a best effort basis and PennWell Corporation does not guarantee its accuracy nor warrant its fitness for any particular purpose. Such Information has been reprinted with the permission of PennWell. Sensitive Receptors: There are Individual$ deemed sensitive receptors due to their fragile immune systems and special sensitivity to environmental discharges. These sensitive receptors typically Include the elderly, the sick, and children. While the location of all sensitive receptors cannot be determined, EDR indicates those buildings and facilities - schools, daycaros, hospitals, medical canters, and nursing homes - where individuals who are sensitive receptors are likely to be located. AHA Hospitals: Source: American Hospital Association, Inc. Telephone: 312.280-5991 The database includes a listing of hospitals based on the American Hospital Association's annual survey of hospitals. Medical Centers: Provider of Services listing Source: Centers for Medicare & Medicaid Services Telephone: 410.785-3000 A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services, a federal agency within the U.S. Department of Health and Human Services. Nursing Homes Source: National Institutes of Health Telephone: 301.594-6248 Information on Medicare and Medicaid certified nursing homes in the United States. Public Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics' primary database on elementary and secondary public education in the United States. It is a comprehensive, annual, national statistical database of all public elementary and secondary schools and school districts, which contains data that are comparable across all states. Private Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statisties' primary database on private school locations In the United States. Daycare Centers: Licensed Facilities Source: Department of Social Services Telephone: 916-6574041 Flood Zone Data: This data, available In select counties across the country, was obtained by EDR In 1999 from the Federal Emergency Management Agency (FEMA). Data depicts 100 -year and 500 -year flood zones as defined by FEMA. NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002 from the U.S. Fish and Wildlife Service. TC1415391.2s Page GR -14 J GOVERNMENT RECORDS SEARCHED I DATA CURRENCY TRACKING STREET AND ADDRESS INFORMATION © 2004 Geographic Data Technology, Inc„ Rel. 0712004. This product contains proprietary and confidential property of Geographic Data Technology. Inc. Unauthorized use, Including copying for other than testing and standard backup procedures, of this product is eXpressly prohibited. TC1415391.2s Page GR -15 GEOCHECK ®- PHYSICAL SETTING SOURCE ADDENDUM TARGET PROPERTY ADDRESS 14 ACRE VACANT LOT NEC 50TH AND WASHINGTON LA OUINTA, CA 92253 TARGET PROPERTY COORDINATES Latitude (North): Longitude (West): Universal Tranverse Mercator: UTM X (Meters): UTM Y (Meters): Elevation: 33.687099. 33' 41' 13.6" 116.293999 - 116' 17'38,4" Zone 11 565437.8 3727493.2 45 ft. above sea level EDR's GeoCheck Physical Setting Source Addendum has been developed to assist the environmental professional with the collection of physical selling source information in accordance with ASTM 1527-00, Section 7.2.3. Section 7.2.3 requires that a current USGS 7.5 Minute Topographic Map (or equivalent, such as the USGS Digital Elevation Model) be reviewed. It also requires that one or more additional physical setting sources be sought when (1) conditions have been identified in which hazardous substances or petroleum products are likely to migrate to or from the property, and (2) more information than is provided in the current USGS 7.5 Minute Topographic Map (or equivalent) is generally obtained, pursuant to local good commercial or customary practice, to assess the impact of migration of recognized environmental conditions in connection with the property. Such additional physical setting sources generally include information about the topographic, hydrologic, hydrogeologtc, and geologic characteristics of a site, and wells in the area. Assessment of the impact of contaminant migration generally has two principle Investigative components: 1. Groundwater flow direction, and 2. Groundwater flow velocity. Groundwater flow direction may be impacted by surface topography, hydrology, hydrogeology, characteristics of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the geologic strata. EDR's GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional In forming an opinion about the impact of potential contaminant migration. TC14153912s Page A-1 GEOCHECKS - PHYSICAL SETTING SOURCE SUMMARY \J GROUNDWATER FLOW DIRECTION INFORMATION - Groundwater flow direction for a particular site is best determined by a qualified environmental professional using site-specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other sources of information, such as surface topographic information, hydrologic information, hydrogeologic data collected on nearby properties, and regional groundwater flow information (from deep aquifers). —J J TOPOGRAPHIC INFORMATION Surface topography may be indicative of the direction of surflcial groundwater flow. This information can be used to assist the environmental professional in forming an opinion about the Impact of nearby contaminated properties or, should contamination exist on the target properly, what downgradient sites might be impacted. TARGET PROPERTY TOPOGRAPHY USGS Topographic Map: 33116-F3 LA QUINTA, CA General Topographic Gradient: General South Source: USGS 7.5 min quad index SURROUNDING TOPOGRAPHY: ELEVATION PROFILES s e 0 > v W z C O q U ta j N -------------- TP 0 112 1 Miles Target Property Elevation: 45 ft. Source: Topography has been determined from the USGS 7.5' Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified. TC1415391.2s Page A-2 GEOCHECKS - PHYSICAL SETTING SOURCE SUMMARY HYDROLOGIC INFORMATION --- Surface water can act as a hydrologic barrier to groundwater flow, Such hydrologic Information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property. what downg radiant sites might be impacted. Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways and bodies of water). FEMA FLOOD ZONE FEMA Flood MODECounty Electronic Data RIVERSIDE, CA YES - refer to the Overview Map and Detail Map Flood Plain Panel at Target Properly: 06070900058 Additional Panels in search area: Not Reported NATIONAL WETLAND INVENTORY NWI Electronic NWI Quad at Target Propeny Data Coverage LA QUINTA YES - refer to the Overview Map and Detail Map HYDROGEOLOGIC INFORMATION Hydrogeologic information obtained by installation of wells on a specific site can often be an indicator of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the environmental professional In forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted. OSite -Specific Hydrogeological Data•- Search Radius: 1.25 miles Status: Not found AQUIFLOW n Search Radius: 1.000 Mile. EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater flow at specific points. EOR has reviewed reports submitted by environmental professionals to regulatory authorities at select sites and has extracted the date of the report, groundwater flow direction as determined hydrogeologlcally, and the depth to water table. LOCATION GENERAL DIRECTION MAP ID FROM TP GROUNDWATER FLOW Not Reported �� •019G63AY-Ypwlc M1ylrvpYplelG919 ptrNrH ey EfRCLSNena.Nc,6f.Mrd9PrW^C.WA Npnlrwrv.a. Hal Vi ilrMmstan irtl OpriOnf px»NMan OVyolfM titM EP�N9M191. was n.n GOT9411EraWt ILMyfM1�nYn En e'manW RYpma9 CGTpNVar'v,�M lNltirmWmabn sYu•,r, IGE-G4�5)nv�ayYw+. TC1415391.2s Page A-3 0 0 GEOCHECKO - PHYSICAL SETTING SOURCE SUMMARY GROUNDWATER FLOW VELOCITY INFORMATION Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary to rely on other sources of information, including geologic age Identification, rock stratigraphic unit and soil characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes move more quickly through sandy -gravelly types of soils than silty -clayey types of soils. GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY Geologic information can be used by the environmental professional in forming an opinion about the relative speed at which contaminant migration may be occurring. ROCK STRATIGRAPHIC UNIT GEOLOGIC AGE IDENTIFICATION Era: Cenozoic Category: Suatifed Sequence System: Quaternary Series: Quaternary Code: Q (decodod above as Era, System d Series) Geologic Age and Rock Straligraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. eawiee, Geology of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - tt (1994). OOMWANTSOIL COMPOSITION IN GENERALAREA OF TARGET PROPERTY The U.S. Department of Agriculture's (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps. The following information is based on Soil Conservation Service STATSGO data. Soil Component Name: DUNE LAND Soil Surface Texture: sand Hydrologic Group: Class A- High infiltration rates. Soils are deep, well drained to excessively drained sands and gravels. Soil Drainage Class: Not reported Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: Not Reported Depth to Bedrock Min: > 60 inches Depth to Bedrock Max: > Winches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate in/hr) (pH) 1 flinches 6Inches sand Granular COARSE-GRAINED Max: 20.00 Max: 0.00 materials (35 SOILS. Sands. Min: 6.00 Min: 0.00 pct. or less Clean Sands, passing No. Poorly graded 200), Fine sand. Sand. TC1415391.2s Page A-4 10 GEOCHECW - PHYSICAL SETTING SOURCE SUMMARY Soil Layer Information tine sand Boundary loamy sand Classification fine sand Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (In/hr) (pH) 2 6 inches 60 inches sand Granular COARSE-GRAINED Max: 20.00 Max: 0.00 materials (35 SOILS, Sands, Min: 6.00 Min: 0.00 pct. or less Clean Sands. passing No. Poorly graded 200). Fine sand. Sand. OTHER SOIL TYPES IN AREA Based on Soil Conservation Service STATSGO data, the following additional subordinant soil types may appear within the general area of target property. Soil Surface Textures: tine sand loamy sand Surficial Soil Types: fine sand loamy sand Shallow Soil Types: loamy sand Deeper Soil Types: stratified ADDITIONAL ENVIRONMENTAL RECORD SOURCES According to ASTM E 1527-00, Section 7.2.2, "one or more additional state or local sources of environmental records may be checked, in the discretion of the environmental professional, to enhance and supplement federal and state sources... Factors to consider in determining which local or additional state records, if any, should be checked include (1) whether they are reasonably ascertainable, (2) whether they are sufficiently useful, accurate, and complete in light of the objective of the records review (see 7.1.1), and (3) whether they are obtained, pursuant to local, good commercial or customary practice." One of the record sources listed in Section 7.2.2 is water well information. Water well Information can be used to assist the environmental professional in assessing sources that may Impact groundwater flow direction, and in forming an opinion about the impact of contaminant migration on nearby drinking water wells. DATABASE Federal USGS Federal FRDS PWS State Database SEARCH DISTANCE (miles) 1.000 Nearest PWS within 1 mile 1.000 TC1415391.2s Page A-5 GEOCHECIO - PHYSICAL SETTING SOURCE SUMMARY FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 2 USGS3104348 118 - 114 Mile East 8 USGS3104353 112.1 Milo East FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION ... LOCATION MAP ID WELL ID FROM TP No PWS System Found Note: PWS System location is not always the same as well location. STATE DATABASE WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 1 6072 0 - 118 Milo ENE A3 6983 114 - 112 Mile South _ A4 6981 114 -112 Mile South B5 6071 114-1(2 Mile WSW 66 6070 114-112 Mile WSW 7 6069 114. 112 Mile NE C9 6067 112. 1 Mile NNW C70 6066 112.1 Mile NNW J TC1415391.2s Page A-6 PHYSICAL SETTING SOURCE MAP -1415391.2s A% W. II j EISENHOWER I T Y—.-1 —1---1r —11 Major Roads Contour lines ;1,r! Earthquake Fault Lines @ Earthquake epicenter, Richter 5 orgreater Water Wells Public Water Supply Wells 0 Cluster or Multiple Icons Groundwater Flow Direction 1) Indeterminate Groundwater Flow at Location (� Groundwater Flow Varies at Location (EJ) Closest Hydrogeological Data 0 011, gas or related wells TARGET PROPERTY: A CUSTOMER: PSI, Inc. ADDRESS: NEC 50th and Washington CONTACT: Kolli Washburn CITY/STATE/ZiP: La Ouinta CA 92253 INQUIRY N: 1416391.2s LAT/LONG: 33.6871 1115.2940 DATE: May 05, 2005 8:08 pm Cc),ght i 2005 EOR.Inc 0 2004 GOT, Inc. Rel 072004. AG Rqbb Rtwsntd. J, > I T Y—.-1 —1---1r —11 Major Roads Contour lines ;1,r! Earthquake Fault Lines @ Earthquake epicenter, Richter 5 orgreater Water Wells Public Water Supply Wells 0 Cluster or Multiple Icons Groundwater Flow Direction 1) Indeterminate Groundwater Flow at Location (� Groundwater Flow Varies at Location (EJ) Closest Hydrogeological Data 0 011, gas or related wells TARGET PROPERTY: 14 Acre Vacant Lot CUSTOMER: PSI, Inc. ADDRESS: NEC 50th and Washington CONTACT: Kolli Washburn CITY/STATE/ZiP: La Ouinta CA 92253 INQUIRY N: 1416391.2s LAT/LONG: 33.6871 1115.2940 DATE: May 05, 2005 8:08 pm Cc),ght i 2005 EOR.Inc 0 2004 GOT, Inc. Rel 072004. AG Rqbb Rtwsntd. O O GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS Map ID Direction Distance Elevation Database EDR ID Number 1 ENE CA WELLS 6072 0 - 118 Mile Higher Water System Information: WAT Prime Station Code: 053/07E-31QO2 S FRO$ Number: 3310001116 District Number: 14 Water Type: Weil/Groundwater Source Lot/Long: 334115.0 1161732.0 Source Name: WELL 5707 System Number: 3310001 System Name: Coachella VWD: Cove Community Organization That Operates System: 03/02/1987 P.O. Box 1058 7.980 Coachella, CA 92236 Pop Served: 167782 Area Served: COVE COMMUNITIES User ID: WAT County: Riverside Station Type: WELUAMBNT/MUN/INTAKE Well Status: Active Raw Precision: 100 Feet (one Second) Connections: 59922 Sample Information: ' Only Findings Above Detection Level Are Listed Sample Collected: 03102/1987 Findings: 22.200 C Chemical: SOURCE TEMPERATURE Sample Collected: 03!02/1987 Findings: 267.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 03/02/1987 Findings: 7.980 Chemical: FIELD PH Sample Collected: 0310211987 Findings: 8.160 Chemical: PH (LABORATORY) Sample Collected: 03/02!1987 Findings: 87.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 0310211987 Findings: 106.000 MG/L Chemical: BICARBONATE ALKALINITY Sample Collected: 03!02/1987 Findings: 50.000 MGIL Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 03/02/1987 Findings: 17.000 MG/L Chemical: CALCIUM Sample Collected: 03/02/1987 Findings: 1.900 MG/L Chemical: MAGNESIUM Sample Collected: 03/02/1987 Findings: 38.000 MG/L Chemical: SODIUM Sample Collected: 03/02/1987 Findings: 2.330 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 03/02/1987 Findings: 3.500 MG/L Chemical: POTASSIUM Sample Collected: 03(02/1987 Findings: 15.000 MG/L Chemical: CHLORIDE Sample Collected: 0310211987 Findings: .410 MGIL Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 03102/1987 Findings: 110.000 UG/L Chemical: BARIUM TC1415391.2s Page A-8 GEOCHECKO- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 03/0211987 Findings: 100.000 UGIL Chemical: BORON Sample Collected: 03/02/1987 Findings: 22.000 UG/L Chemical: CHROMIUM (TOTAL) Sample Collected: 03/02/1967 Findings: 27.000 UGIL Chemical: LEAD Sample Collected: 03/02/1987 Findings: 150.000 MOIL Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 03/02/1987 Findings: • 4.010 Chemical: LANGELIER INDEX ala SOURCE TEMP. Sample Collected: 03/02/1987 Findings: 2.200 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 03/02/1987 Findings: .100 NTU Chemical: TURBIDITY (LAB) Sample Collected: 0310211987 - Findings: 11.720 Chemical: AGGRSSIVE INDEX (CORROSIVrTY) Sample Collected: 04/0811988 Findings: 23.900 C Chemical: SOURCE TEMPERATURE Sample Collected: 01/2511990 Findings: 25.200 C Chemical: SOURCE TEMPERATURE C Sample Collected: 01/2511990 Findings: 260.001) UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 01/2511990 Findings: 7.170 Chemical: FIELD PH Sample Collected: 01/25/ 1990 Findings: 7.500 Chemical: PH (LABORATORY) Sample Collected: 0112511990 Findings: 82.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 01/25/1990 Findings: 101.000 MG/L Chemical: BICARBONATE ALKALINITY Sample Collected: 0112511990 Findings: 50.000 MGIL Chemical: TOTAL HARDNESS (AS CAG031 Sample Collected: 01125/1990 Findings: 17.000 MGIL Chemical: CALCIUM Sample Collected: 01/25/1990 Findings: 2.100 MG/L Chemical: MAGNESIUM Sample Collected: 01125!1990 Findings: 40.000 MG/1, Chemical: SODIUM Sample Collected: 01/2511990 Findings: 2.450 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 01/25/1990 Findings: 3.200 MGIL Chemical: POTASSIUM Sample Collected: 01/25/1990 Findings: 17.000 MOIL Chemical: CHLORIDE Sample Collected: 0125/1990 Findings: .400 MGIL Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 01/25/1990 Findings: .016 UGIL Chemical: FOAMING AGENTS (MEAS) Sample Collected: 01/25/1990 Findings: 171.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS TC1415391.2s Page A-9 O GEOCHECKO- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: Sample Collected: Chemical: 01/25/1990 Findings [ANGELIER INDEX @ SOURCE TEMP. 01125/1990 Findings: NITRATE (AS NO3) 01/25/1990 Findings: TURBIDITY (LAB) 01/25/1990 Findings: AGGRSSIVE INDEX (CORROSIVITY) 04/0911991 Findings: GROSS ALPHA 04/0911991 Findings: GROSS ALPHA COUNTING ERROR 01168/1992 Findings: GROSS ALPHA COUNTING ERROR 0412'1/1993 Findings: SOURCE TEMPERATURE 04127/1993 Findings: SPECIFIC CONDUCTANCE 04/27/1993 Findings: FIELD PH 04127/1993 Findings: PH (LABORATORY) 04127!1993 Findings: TOTAL ALKALINITY (AS CACO3) 04Y2711993 Findings: BICARBONATE ALKALINITY 0412711993 Findings: TOTAL HARDNESS (AS CAC03) 04/2711993 Findings: CALCIUM 04127/1993 Findings: MAGNESIUM 04127/1993 Findings: SODIUM 04/27/1993 Findings: SODIUM ABSORPTION RATIO 04/27/1993 Findings: POTASSIUM 04/2771993 Findings: CHLORIDE 04/2711993 Findings: FLUORIDE (TEMPERATURE DEPENDENT) 04,2711993 Findings: BORON 0412711993 Findings: TOTAL DISSOLVED SOLIDS 0412711993 Findings: LANGELIER INDEX Q SOURCE TEMP. 0412711993 Findings: NITRATE (AS NO3) -1.250 3.300 MGIL .360 NTU 10.880 1.300 PCIIL .800 PCIIL .700 PCIIL 24.000 C 290.000 UMHO 7.000 7.300 74.000 MG/L 91.000 MOIL 51.000 MG/L 18.090 MG/L 1.600 MG/L 39.000 MG/L 2.400 3.400 MG/L 19.000 MG/L .390 MGIL .050 UGIL 181.000 MG/L -1.680 4.800 MGIL 0 TC1415391.2s Page A-10 0 0 GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 04/27/1993 Findings: .120 NTU Chemical: TURBIDITY (LAB) Sample Collected: 04/27/1993 Findings: 10.000 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 04/27/1993 Findings: 1100.000 UGIL Chemical: NITRATE r NITRITE (AS N) Sample Collected: 08/02/1994 Findings: 310.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 08/07!1994 Findings: 74.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 08(02/1994 Findings: 19.000 MGIL Chemical: CALCIUM Sample Collected: 08/0211994 Findings: 5.700 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 02114/1995 Findings: 1.900 PCVL Chemical: GROSS ALPHA Sample Collected: 0211411995 Findings: .700 PCVL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 05/16/1995 Findings: 1.600 PCVL Chemical: GROSS ALPHA Sample Collected: 05/1611995 Findings: 2.000 PCVL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 08100/1995 Findings: 1.500 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 11115/1995 Fintlings: 1.600 PCIIL Chemical: GROSS ALPHA Sample Collected: 11115/1995 Findings: .890 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 12/05/1995 Findings: 25.000 C Chemical: SOURCE TEMPERATURE Sample Collected: 1 210 511 99 5 Findings: 310.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 12!0511995 Findings: 7.900 Chemical: FIELD PH Sample Collected: 12105/1995 Findings: 8.100 Chemical: PH (LABORATORY) Sample Collected: 1 210 5/1 9 9 5 Findings: 74.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 12!05/7995 Findings: 91.000 MGIL Chemical: BICARBONATE ALKALINITY Sample Collected: 1210511995 Findings: 56.000 MG/L Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 12/0511995 Findings: 22.000 MGIL Chemical: CALCIUM Sample Collected: 1210511995 Findings: 1.800 MGIL Chemical: MAGNESIUM Sample Collected: 12/05/1995 Flndings: 46.000 MG1L Chemical: SODIUM Sample Collected: 12/(15/1995 Findings: 2.500 Chemical: SODIUM ABSORPTION RATIO TC1415391.2s Page A-11 �J 0 GEOCHECKG- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 1210511995 Findings: 3.600 MG/L Chemical: POTASSIUM Longitude: 1161726 Sample Collected: 12/05/1995 Findings: 24.000 MG1L Chemical: CHLORIDE Stale: 06 Sample Collected: 12105/1995 Findings: .490 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Altitude accuracy: Sample Collected: 1210511995 Findings: .050 UG/L Chemical: BORON Ground -water other than Spring Date inventoried: Sample Collected: 1 210 511 99 5 Findings: 170.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS Not Reported Well depth: Sample Collected: 12/05/1995 Findings: - .440 Chemical: LANGELIER INDEX Q SOURCE TEMP. Not Reported Sample Collected: 1210511995 Findings: 6.000 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 12/05/1995 Findings: .090 NTU Chemical: TURBIDITY (LAB) Sample Collected: 12/05/1995 Findings: 12.000 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 1 2/0 511 9 9 5 Findings: 1400.000 UG1L Chemical: NITRATE + NITRITE (AS N) Sample Collected: 08/06/1996 Findings: 6.700 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 08/06/1996 Findings: 1500.000 UG/L Chemical: NITRATE + NITRITE (AS N) 2 East 118 -114 Mile Higher Agency W: USGS Site name: 005S007E310002S Latitude: 334112 Longitude: 1161726 Dec Ion: -116.29139774 Coor accr: F Dec IaOong datum: NAD83 Stale: 06 Country: US Location map: Not Reported Altitude: Not Reported Altitude accuracy: Not Reported Hydrologic Not Reported Topographic: Not Reported Site type: Ground -water other than Spring Date inventoried: Not Reported Local standard time Bag: Y Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 930 Source of depth data: other reported Real time data flag: Not Reported Daily Bow data end date: Not Reported Peak flow data begin date: Not Reported FED USGS USGS3104348 Site no: 334112116172601 Dec lat: 33.68668984 Coor meth: M Latlong datum: NAD27 District: 06 County: 065 Land net: Not Reported Map scale: Not Reported Altitude method: Not Reported Altitudo datum: Not Reported Dale construction: 19860121 Mean greenwich time offset: PST Type of ground water site: Single well, other than collector or Penney type Hole depth: 960 Project number. Not Reported Daily flow data begin date: Not Reported Deily flow data count: Not Reported Peak flow data and date: Not Reported J ._ TC7415391.2s Page A-12 GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS Peak flow data count: Not Reported Water quality data end date:Not Reported Ground water data begin date: Not Reported Groundwater data count: Not Reported Groundwater levels, Number of Measurements: 0 A3 South 1/4 -1/2 Mile Lower Water System Information; Water quality data begin date: Not Reported Water quality data count: Not Reported Ground water data end date: Not Reported Prime Station Code: 06S/07E-06801 S User ID: FRDS Number: 3310001125 County: District Number. 14 Station Type: Water Type; Well(Groundwater Well Status: Source LatiLong: 334057.0 1161736.0 Precision: Source Name: WELL 6701 SOURCE TEMPERATUREC System Number: 3310001 `-'- Sample Collected: System Name: Coachella VWD: Cove Community 257.000 UMHO Organization That Operates System: SPECIFIC CONDUCTANCE P.O. Box 1058 Sample Collected: 0210911987 Coachella, CA 92236 7.950 CA WELLS 6983 WAT Riverside WELIJAMBNT Active Raw 100 Feet (one Second) Pop Served: 167782 Connections: 59922 Area Served: COVE COMMUNITIES Sample Information: ' Only Findings Above Detection Level Are Listed Sample Collected: 02/09/1987 Findings: 25.600 C Chemical: SOURCE TEMPERATUREC `-'- Sample Collected: 02109/1987 Findings: 257.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 0210911987 Findings: 7.950 Chemical: FIELD PH Sample Collected: 02/09/1987 Findings: 69.000 MOIL Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 02/0911981 Findings: 84.000 MOIL Chemical: BICARBONATE ALKALINITY Sample Collected: 02/09/1967 Findings: 29.000 MOIL Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 02/0911987 Findings: 12.600 MOIL Chemical: CALCIUM Sample Collected: 02J09/1987 Findings: .100 MOIL Chemical: MAGNESIUM Sample Collected: 0210911987 Findings: 39A0D MOIL Chemical: SODIUM Sample Collected: 02/0911987 Findings: 3.080 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 02/09/1987 Findings: 3.100 MG/L Chemical: POTASSIUM Sample Collected: 0210911987 Findings: 19.000 MOIL Chemical: CHLORIDE Sample Collected: 02/09/1987 Findings: .460 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) T01415391.2s Page A-13 D ID GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 02109/1987 Findings: 40.000 UG/L Chemical: BORON Sample Collected: 02/09/1987 Findings: 165.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 02/09/1987 Findings: -4.420 Chemical: LANGELIER INDEX Q SOURCE TEMP. Sample Collected: 02!0911967 Findings: 2.520 MGIL Chemical: NITRATE (AS NO3) Sample Collected, 02/09/1987 Findings: .150 NTU Chemical: TURBIDITY (LAB) Sample Collected: 02/09/1987 Findings: 11.440 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 0410511988 Findings: 25.600 C Chemical: SOURCE TEMPERATURE Sample Collected. 0411711990 Findings: 26.300 C Chemical: SOURCE TEMPERATURE Sample Collected: 0411711990 Findings: 270.000 UMHO Chemical: SPECIFIC CON DUCTANCE Sample Collected: 0411711990 Findings: 8.440 Chemical: FIELD PH Sample Collected: 0411711990 Findings: 8.400 Chemical: PH (LABORATORY) Sample Collected: 04/17/1990 Findings: 66.000 MGIL Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 04/1711990 Findings: 78.000 MG/L Chemical: BICARBONATE ALKALINITY Sample Collected: 04117(1 990 Findings: 1.200 MGIL Chemical: CARBONATEALKALINITY Sample Collected: 04/17/1990 Findings: 31.000 MG/L Chemical: TOTAL HARDNESS (AS CA=) Sample Collected: 04/17/1990 Findings: 11.000 MG/L Chemical: CALCIUM Sample Collected: 04/17/1990 Findings: .450 MG/L Chemical: MAGNESIUM Sample Collected: 04717/1990 Findings: 38.000 MG/L Chemical: SODIUM Sample Collected: 04/17/1990 Findings: 3.020 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 04/17/1990 Findings: 3.200 MGIL Chemical: POTASSIUM Sample Collected: 04/1711990 Findings: 16.000 MG/L Chemical: CHLORIDE Sample Collected: 0411711990 Findings: .450 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 04117/1990 Findings: 14.000 UGIL Chemical: CHROMIUM (TOTAL) Sample Collected: 0411711990 Findings: .006 UG/L Chemical: FOAMING AGENTS (MEAS) Sample Collected: 04117/1990 Findings: 158.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS TC1415391.2s Page A-14 GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 04/17/1990 Findings: -.260 Chemical: LANGELIER INDEX @ SOURCE TEMP. Sample Collected: 041170990 Findings: 2.200 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 04117/1990 Findings: .080 NTU Chemical: TURBIDITY (LAB) Sample Collected: 04/1711990 Findings: 11.870 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 04/0911991 Findings: 1.200 PCI1L Chemical: GROSS ALPHA Sample Collected: 0410911991 Findings: .800 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 10/09/1991 Findings: .460 PCl/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 10/09/1991 Findings: .600 P01/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 01/08/1992 Findings: .600 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 04/27/1993 Findings: 26.000 C Chemical: SOURCE TEMPERATURE C Sample Collected: 04/2711993 Findings: 260.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 04127/1993 Findings: 7.200 Chemical: FIELD PH Sample Collected: 0412711993 Findings: 7.500 Chemical: PH (LABORATORY) Sample Collected: 04/27/1993 Findings: 66.000 MG/L Chemical: TOTAL ALKALINITY (AS CACO3) Sample Collected: 04/27/1993 Findings: 87.000 MG/L Chemical: BICARBONATE ALKALINITY Sample Collected: 04/27/1993 Findings: 31.000 MG1L Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 04127/1993 Findings: 11.000 MG/L Chemical: CALCIUM Sample Collected: 04/27/1993 Findings: .670 MG/L Chemical: MAGNESIUM Sample Collected: 04127/1993 Findings: 40.000 MG/L Chemical: SODIUM Sample Collected: 04127/1993 Findings: 3.120 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 04/27/1903 Findings: 3.200 MG/L Chemical: POTASSIUM Sample Collected: 0412711993 Findings: 16.000 MOIL Chemical: CHLORIDE Sample Collected: 04/27/1993 Findings: .450 MG& Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 04127/1993 Findings: .060 UG/L Chemical: BORON Sample Collected: 04/27/1993 Findings: 13.000 UG/L Chemical: CHROMIUM (TOTAL) TC1415391.2s Page A-15 O J GEOCHECKB- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 0412 7/1 99 3 Findings: 159.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS Sample Catlecled: 04127/1993 Findings: -1.450 Chemical: LANGELIER INDEX n SOURCE TEMP, Sample Collected: 04/2711993 Findings: 2.200 MGIL Chemical: NITRATE (AS NO3) Sample Collected: 0412711993 Findings: .520 NTU Chemical: TURBIDITY (LAB) Sample Collected: 04127/1993 Findings: 11.000 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 04/2711993 Findings: 500.000 UG/L Chemical: NITRATE + NITRITE (AS N) Sample Collected: 0 810 911 9 9 4 Findings: 260.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 08/09/1994 Findings: 70.000 MGIL Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 08/09F7994 Findings: 11.000 MGIL Chemical: CALCIUM Sample Collected! 08109%1994 Findings: 2.400 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 0211411995 Findings: 1.700 PCI/L Chemical: GROSS ALPHA Sample Collected: 0211411995 Findings: .600 PCOL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 05/16/1995 Findings: 1.600 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 08/081,1995 Findings: 1.400 PCVL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 11/15/1995 Findings: 1.400 PCI/L Chemical: GROSS ALPHA Sample Collected: 11111511995 Findings: .700 PCOL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 1210511995 Findings: 3.000 UGIL Chemical: ARSENIC Sample Collected: 12/05/1995 Findings: 250.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 12/05/1995 Findings: 8.100 Chemical: PH (LABORATORY) Sample Collected: 12/05/1995 Findings: 65.000 MGIL Chemical: TOTALALKALINITY(ASCAC03) Sample Collected: 1 210 5/1 99 5 Findings: 81.000 MGIL Chemical: BICARBONATE ALKALINITY Sample Collected: 12105/1995 Findings: 31.000 MG/L ChemicaL TOTAL HARDNESS (AS CAC03) Sample Collected: 12!0511995 Findings: 13.000 MGIL Chemical: CALCIUM Sample Collected: 12/05/1995 Findings: .200 MOIL Chemical: MAGNESIUM Sample Collected: 12/05/1995 Findings: 45.000 MOIL Chemical: SODIUM TC1415391.2s Page A-16 GEOCHECKe- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 12/05/1995 Findings: 3200 MGIL Chemical: POTASSIUM Sample Collected: 12105/1995 Findings: 19.000 MG/L Chemical: CHLORIDE Sample Collected: 12/0511995 Findings: .540 MGIL Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 12/05/1995 Findings: .060 UGIL _ Chemical: BORON Sample Collected: 17105/1995 Findings: 167.000 MGIL Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 1210511995 Findings: 2.400 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 12/0511995 Findings: .140 NTU Chemical: TURBIDITY (LAB) - Sample Collected: 12105/1995 Findings: 5500.000 UG/L Chemical: NITRATE + NITRITE (AS N) A4 South CA WELLS 6961 114 -112 Mile Lower Water System Information: Prime Station Code: 06S/07E-05802 S User ID: WAT O FRDS Number: District Number: 3310001126 14 County: Station Type: Riverside WELUAMBNTIMUN/INTAKE Water Type: Well/Groundwater Well Status: Inactive Untreated Source LaI/Long: 334057.0 1161736.0 Precision: 100 Feet (one Second) Source Name: WELL 67D2 -INACTIVE System Number. 3310001 System Name: Coachella VWD: Cove Community Organization That Operates System: P.O. Box 1058 Coachella, CA 92236 _ Pop Served: 167782 Connections: 59922 Area Served: COVE COMMUNITIES Sample Information: ' Only Findings Above Detection Level Are Listed Sample Collected: 10/29/1991 Findings: 23.600 C Chemical: SOURCE TEMPERATURE C Sample Collected: 10/29/1991 Findings: 691.000 UNIHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 1 0/2 911 991 Findings: 7.100 Chemical: FIELD PH Sample Collected: 10/29/1991 Findings: 7.700 Chemical: PH (LABORATORY) Sample Collected: 10/29/1991 Findings: 104.000 MG/L Chemical: TOTAL ALKALINITY (AS CACO3) Sample Collected: 10/29/1991 Findings: 127.000 MGIL Chemical: BICARBONATE ALKALINITY Sample Collected: 10/29/1991 Findings: 193.000 MGIL Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 10/2911991 Findings: 65.000 MG/L Chemical: CALCIUM TC1415391.2s Page A-17 0 0 J GEOCHECKS- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 10129/1991 Findings: 7.300 MG/L Chemical: MAGNESIUM Sample Collected: 10/29/1991 Findings: 57.000 MG/L Chemical: SODIUM Sample Collected, 1 012 911 9 9 1 Findings: 1,790 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 10/29/1991 Findings: 6,200 MG/L Chemical: POTASSIUM Sample Collected: 1012911991 Findings: 68.000 MG/L Chemical: CHLORIDE Sample Collected: 1012911991 Findings: .320 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 1012911991 Findings: .050 UGIL Chemical: BORON Sample Collected: 10/29/1991 Findings: .004 UGIL Chemical: FOAMING AGENTS (MBAS) Sample Collected: 10/29!1991 Findings: 432.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 10/2911991 Findings: •.630 Chemlwl: LANGELIER INDEX @ SOURCE TEMP. Sample Collected: 10/2911991 Findings: 9.000 MG/L Chemical: NITRATE (AS NO3) Sample Collected: 10/29/1991 Findings: .100 NTU Chemical: TURBIDITY (LAB) Sample Collected: 10/29/1991 Findings: 11.500 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 10/29/1991 Findings: .060 UG/L Chemical: DIBROMOCHLOROPROPANE (DBCP) Sample Collected: 1 110 511 99 1 Findings: 2.500 PCI/L Chemical: GROSS ALPHA Sample Collected: 1 110 511 9 9 1 Findings: 1.300 PCUL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 01/08/1992 Findings: 3.700 PCI1L Chemical: GROSSALPHA Sample Collected: 01/08/1992 Findings: 2.100 PCI/I, Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 0112911992 Findings: .030 UGIL Chemical: DIBROMOCHLOROPROPANE (DBCP) Sample Collected: 01130/1992 Findings: .050 UGIL Chemical: DIBROMOCHLOROPROPANE (DBCP) Sample Collected: 0511911992 Findings: 4.800 PCUL Chemical: GROSS ALPHA Sample Collected: 05119/1992 Findings: 2.400 PCl/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 06130/1993 Findings: 23.000 C Chemical: SOURCE TEMPERATURE C Sample Collected: 06130/1993 Findings: 860.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 06/S0/1993 Findings: 8.100 Chemical: FIELD PH TC1415391.2s Page A-18 0 0 J GEOCHECK(D- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 06/3011993 Findings: 8.000 Chemical: PH (LABORATORY) Sample Collected: 06133011993 Findings: 100.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 06130(1993 Findings: 130.000 MOIL Chemical: BICARBONATE ALKALINITY Sample Collected: 0 6/3 011 993 Findings: 3000.000 UGIL Chemical: NITRATE NITROGEN (NO3-N) Sample Collected: 06130!1993 Findings: 270.000 MOIL Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 06130/1993 Findings: 92.000 MOIL Chemtcal: CALCIUM Sample Collected: 06/30/1993 Findings: 9.500 MG/L Chemical: MAGNESIUM Sample Collected: 06/30/1993 Findings: 74.000 MOIL Chemical: SODIUM Sample Collected: 06/30/1993 Findings: 2.000 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 06/30/1993 Findings: 5.500 MOIL Chemical: POTASSIUM Sample Collected: 0613011993 Findings: 81.000 MOIL Chemical: CHLORIDE Sample Collected: 0613011993 Findings: .220 MOIL Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 06130/1993 Findings: 11.000 UGIL Chemical: CHROMIUM (TOTAL) Sample Collected: 06/30/1993 Findings: 230.000 UGIL Chemical: IRON Sample Collected: 06/30/1993 Findings: 54.000 UGIL Chemical: ALUMINUM Sample Collected: 06!3011993 Findings: 560.000 MOIL Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 06/30/1993 Findings: .520 Chemical: LANGELIER INDEX @ SOURCE TEMP. Sample Collected: 0 613 011 993 Findings: 13.000 MOIL Chemical: NITRATE (AS NO3) Sample Collected: 06/30/1993 Findings: .480 NTU Chemical: TURBIDITY (LAB) Sample Collected: 06/30/1993 Findings: 13.000 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 0613011993 Findings: 3000.000 UGIL Chemical: NITRATE + NITRITE (A$ N) Sample Collected: 02/17/1994 Findings: .070 UGIL Chemical: DISROMOCHLOROPROPANE (DBCP) TC1415391.2s Page A-19 1� Map 10 B5 wsw 114 -112 Mile Lower GEOCHECKO- PHYSICAL SETTING SOURCE MAP FINDINGS Water System Information: Prime Station Codo: 05SI07E-31P01S FRDS Number: 3310001004 District Number: 14 Water Type: Well/Groundwater Source LaVLong: 334100.0 1161800.0 Source Name: WELL 01 -INACTIVE System Number. 33101101 System Name: Coachella VWO: Cove Community Organization That Operates System: ' P.O. Box 1058 County: Coachella, CA 92236 Pop Served: 167782 Area Served; COVE COMMUNITIES 66 Source LaVLong: wsw Precision: 114-1/2 Mile WELL 5711 — Lower Water System Information: Prime Station Code: 05S/07E-31 NOI S FRDS Number: 3310001007 District Number. 14 Water Type: well/Groundwater Source Let/Long: 334100.0 1161800.0 Source Name: WELL 02 -INACTIVE System Number: 3310001 System Name: Coachella VWD: Cave Community Organization That Operates System: P.O. Box 1058 " Coachella, CA 92236 Pop Served: 167782 Area Served: COVE COMMUNITIES ID Ira, CA WELLS 6071 User 10: WAT County: Riverside Station Type: WELUAMSNTIMUN/INTAKE/SUPPLY Well Status: Inactive Untreated Precision: Undefined Connections: 59922 CA WELLS 6D70 User ID: WAT County: Riverside Station Type: WELUAMBNTIMUN/INTAKE/SUPPLY Well Status: Inactive Untreated Precision: Undefined Connections: 59922 7 NE 114.112 Mile Higher Water System Information: Prime Station Code: OSSI07E-31A01 S User ID: FRDS Number: 3310001120 County: District Number. 14 Station Type: Water Type: Well/Groundwater Well Status: Source LaVLong: 334131.7 1161713.2 Precision: Source Name: WELL 5711 CA WELLS 6069 WAT Riverside W ELUAMBNTIMUNIINTAKE Active Untreated 100 Feet (one Second) TC1415391.2s Page A-20 0 0 GEOCHECK®- PHYSICAL SETTING SOURCE MAP FINDINGS System Number: 3310001 System Name: Coachella VWD: Cove Community Organization That Operates System: P.O. Box 1058 Coachella, CA 92236 Pop Served: 167782 Connections: 59922 Area Served: COVE COMMUNITIES Sample Information: 'Only Findings Above Detection Level Are Listed Sample Collected: 0911811990 Findings: Chemical: SOURCE TEMPERATURE Sample Collected: 09/18/1990 Findings: Chemical: SPECIFIC CONDUCTANCE Sample Collected: 09/18/1990 Findings: Chemical: FIELD PH Sample Collected: 09/18/1990 Findings: Chemical: PH (LABORATORY) Sample Collected: 09/18/1990 Findings: Chemical: TOTAL ALKALINITY (AS CACO3) Sample Collected: 09/1811990 Findings: Chemical: BICARBONATE ALKALINITY Sample Collected: 09118/1990 Findings: Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 09/18/1990 Findings: Chemical: CALCIUM Sample Collected: 09/1811990 Findings: Chemical: MAGNESIUM Sample Collected: 09/18/1990 Findings: Chemical: SODIUM Sample Collected: 09/18/1990 Findings: Chemical: SODIUM ABSORPTION RATIO Sample Collected: 09/18/1990 Findings: Chemical: POTASSIUM Sample Collected: 0911811990 Findings: Chemical: CHLORIDE Sample Collected: 09/18/1990 Findings: Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 09/18/1990 Findings: Chemical: ARSENIC Sample Collected: 09/18/1990 Findings: Chemical: BORON Sample Collected: 09/1811990 Findings: Chemical: CHROMIUM (TOTAL) Sample Collected: 09/18/1990 Findings: Chemical: FOAMING AGENTS (MEAS) Sample Collected: 09/18/1990 Findings: Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 09118/1990 Findings: Chemical: LANGELIER INDEX Q SOURCE TEMP. Sample Collected: 09/18/1990 Findings: Chemical: NITRATE (AS NO3) 22.000 C 360.000 UMHO 8.200 7.900 109.000 MOIL 133.000 MG/L 118.000 MGIL 39.000 MG/L 4.800 MGA. 26.000 MG/L 1.050 3.600 MG/L 16.000 MOIL .200 MG/L 2.300 UG/L .050 UG/L 11.000 UG1L .006 UG/L 229.000 MG/L .270 6.300 MOIL TC1415391.2s Page A-21 GEOCHECKS- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 09/18/1990 Findings: .530 NTU Chemical: TURBIDITY (LAB) Sample Collected: 09/18/1990 Findings: 12.400 Chemical: AGGRSSIVE INDEX (CORROSIVITY) Sample Collected: 04!09/1991 Findings: 1.800 PCUL Chemical; GROSSALPHA Sample Collected: 04109/1991 Findings: 1.000 PCI1L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 04/29/1991 Findings: 200.000 UG/L Chemical: ALUMINUM Sample Collected: 10/09/1991 Findings: 1.400 PCI/L Chemical; GROSSALPHA Sample Collected: 10/09/1991 Findings: .660 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 01/0811992 Findings: 1.400 PCl/- Chemical: GROSSALPHA Sample Collected: 0110811992 Findings: .900 PCI/IL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 04/2711993 Findings: 23.000 C Chemical: SOURCE TEMPERATURE C Sample Collected: 04/2711993 Findings: 380.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 04/2711993 Findings: 7.100` Chemical: FIELD PH Sample Collected: 04/27/1993 Findings: 7.800 Chemical: PH (LABORATORY) Sample Collected: 04/2711993 Findings: 88,000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 04/27/1993 Findings: 108.000 MG/L Chemical: BICARBONATE ALKALINITY Sample Collected: 04/27/1993 Findings: 113.000 MG/L Chemical: TOTAL HARDNESS (AS CAC03) Sample Collected: 04/27!1993 Findings: 39.000 MG/L Chemical: CALCIUM Sample Collected: 04127/1993 Findings: 3.800 MG/L Chemical: MAGNESIUM Sample Collected: 04/27/1993 Findings: 33.000 MGIL Chemical: SODIUM Sample Collected: 04/2711993 Findings: 1.300 Chemical: SODIUM ABSORPTION RATIO Sample Collected: 04/27/1993 Findings: 3.800 MG/L Chemical: POTASSIUM Sample Collected: 04/2711993 Findings: 20.000 MG/L Chemical: CHLORIDE Sample Collected: 04i27/1993 Findings: .240 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 04/2711993 Findings: .080 UG/L Chemical: BORON Sample Collected: 0412711993 Findings: 53.000 UG/L Chemical: ALUMINUM TC1415391.2s Page A-22 GEOCHECKm- PHYSICAL SETTING SOURCE MAP FINDINGS Sample Collected: 04/27/1993 Findings: 243.000 MG/L Chemical: TOTAL DISSOLVED SOLIDS Sample Collected: 04/27/1993 Findings: -.890 Chemical: tANGELIER INDEX @ SOURCE TEMP. Sample Collected: 04127/1993 Findings: 15.000 MGIL Chemical: NITRATE (AS NO3) Samplo Collected: 04/27/1993 Findings: ,100 NTU Chemical: TURBIDITY (LAB) Sample Collected: 04/27/1993 Findings: 11,000 Chemical: AGGRSSIVE INDEX(CORROSIVITY) Sample Collected: 04/27/1993 Findings: 3300,000 UG/L Chemical: NITRATE + NITRITE (AS N) Sample Collected: 08/02/1994 Findings: 260.000 UMHO Chemical: SPECIFIC CONDUCTANCE Sample Collected: 08/0211994 Findings: 66.000 MG/L Chemical: TOTAL ALKALINITY (AS CAC03) Sample Collected: 08/02/1994 Findings: 11A00 MG/L Chemical: CALCIUM Sample Collected: 08/02/1994 Findings: 2.300 MG/L Chemical; NITRATE (AS NO3) Sample Collected: 02/14/1995 Findings: 2.900 PCUL Chemical: CROSSALPHA Sample Collected: 02/14/1995 Findings: .900 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 05/16/1995 Findings: 2.900 PCUL Chemical: GROSS ALPHA Sample Collected: 0511611996 Findings: 2.400 PCUL Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 08/08/1995 Findings: 1,500 PCI/L Chemical: GROSS ALPHA COUNTING ERROR Sample Collected: 1111511995 Findings: 3.400 PCI/L Chemical: GROSS ALPHA Sample Collected: 11115/1995 Findings: 1.100 PCI/L Chemlcal: GROSS ALPHA COUNTING ERROR Sample Collected: 01/14/1997 Findings: 29.000 MG/L Chemical: CHLORIDE Sample Collected: 01114/1997 Findings: ,200 MG/L Chemical: FLUORIDE (TEMPERATURE DEPENDENT) Sample Collected: 01/14/1997 Findings: 30.000 MOIL Chemical: NITRATE (AS NO3) Sample Collected: 01/1411997 Findings: 6700.000 UG/L Chemical: NITRATE + NITRITE (AS N) 8 East 112. 1 Mile FED USGS USGS3104353 Higher T01415391.2s Page A-23 iD 0 GEOCHECK@- PHYSICAL SETTING SOURCE MAP FINDINGS Agency W: USGS Site no: 334120116165301 Site name: 0055007E32N001S 14 Water Type: Latitude: 334120 334200.0 1161800.0 Source Name: Longitude: 1161653 Declot: 33.68591196 Doc Ion: -116.2822308 Coor meth: M Coor accr: U Laltong datum: NAD27 Dec lallong datum: NAD83 District; 06 State: 06 County: 065 Country: US Land net: Not Reported Location map: Not Reported Map scale: Not Reported Altitude: 58.00 Altitude method: M Altitude accuracy, 20 Altitude datum: NGV029 Hydrologic: Salton Sea. Calilornia. Area = 7250 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Data construction: Not Reported Date Inventoried: Not Reported Moan greenwich time offset PST Local standard time flag: Y Typo of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer. Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number: Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data and date: 0000.00.00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end dale: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 1972.09-00 Water quality data end date:1974.07.15 Water quality data count: 2 Ground water data begin data: 0000-00-00 Ground water data end date: 0000-00-00 Ground water data count: 0 Ground -water levels. Number of Measurements: 0 C9 NNW 112-1 Mile Higher Water system Information; Prime Station Code: 05SI07E-30F02 S PROS Number: 3310001124 District Number: 14 Water Type: Well/Groundwater Source Lat/Long: 334200.0 1161800.0 Source Name: WELL 5757 -INACTIVE System Number: 3310001 System Name: Coachella VWD: Cove Community Organization That Operates System: P.O. Box 1058 Coachella, CA 92236 Pop Served: 167782 Area Served: COVE COMMUNITIES C10 NNW 112-1 Mile Higher CA WELLS 6067 User ID: WAT County: Riverside Station Type: WELUAMBNT/MUN/1NTAKEISUPPLY Well Status: Inactive Untreated Precision: Undefined Connections: 59922 CA WELLS 6066 TC1415391.2s Page A-24 D GEOCHECKO- PHYSICAL SETTING SOURCE MAP FINDINGS ' Water System Information: Prime Station Code: 05S/07E-30F01 5 User ID: FRDS Number: 3310001123 County: District Number. 14 Station Type: Water Type: Well/Groundvruter Well Status: Source Lat/Long: 334200.0 1161800.0 Precision: Source Name: WELL 5756 - INACTIVE -EMERGENCY USE ONLY System Number: 3310001 System Name: Coachella VWD: Cove Community Organization That Operates System: P.O. Boz 1058 Coachella, CA 92236 Pop Served: 167782 Connoctions: _ Area Served: COVE COMMUNITIES WAT Riverside W ELUAMBNTIMUN/INTAKElSUP PLY Inactive Untreated Undefined 59922 TC1415391.2s Pago A-25 0 GEOCHECK®-PHYSICAL SETTING SOURCE MAP FINDINGS RADON AREA RADON INFORMATION State Database: CA Radon Radon Test Resulls Zip Total Sites > 4 PcVL Pct. > 4 PcifL 92253 2 0 0.00 Federal EPA Radon Zone for RIVERSIDE County 2 Note: Zone 1 indoor average level > 4 pCVL. Zone 2 indoor average level >= 2 pCifL and <= 4 pCifL. Zone 3 indoor average level < 2 pCifL. Federal Area Radon Information for RIVERSIDE COUNTY. CA Number of sites tested: 12 Area Average Activity %<4 pCifL %4.20 pCifL %>20 pCifL Living Area- 1st Floor 0.117 pCifL 100% 0% 0% Living Area • 2nd Floor 0.450 pCifL 100% 0% 0% Basement 1.700 pCifL 100% 0% 0% TC1415391.2s Page A-26 PHYSICAL SETTING SOURCE RECORDS SEARCHED TOPOGRAPHIC INFORMATION USGS 7.5' Digital Elevation Model (OEM) Source: United States Geologic Survey EDR acquired the USGS 7.5' Digital Elevation Model in 2002. 7.5 -Minute DEMs correspond to the USGS 1:24,000- and 125,000 -scale topographic quadrangle maps. - HYDROLOGIC INFORMATION Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 1999 from the Federal Emergency Management Agency (FEMA). Data depicts 100 -year and 500 -year hood zones as defined by FEMA. NW(: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EOR in 2002 from the U.S. Fish and Wildlife Service, HYDROGEOLOGIC INFORMATION AQUIFLOW Information System Source: EDR proprietary database of groundwater flow informatlon - EOR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater flow at specific points. EOR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table information. GEOLOGIC INFORMATION Geologic Age and Rock Stratlgraphlo Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - A digital representation of the 1974 P.S. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994). 1� STATSGO: State Soil Geographic Database Source: Department of Agriculture, Natural Resources ConservaCron Services The U.S. Department of Agriculture's (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Sell Survey (NCSS) and Is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation ... of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detalled (SSURGO) soil survey maps. ADDITIONAL ENVIRONMENTAL RECORD SOURCES FEDERAL WATER WELLS PWS: Public Water Systems Source: EPA/OffCe of Drinking Water Telephone: 202.564-3750 Public Water System data from the Federal Reporting Data System. A PWS Is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources. PWS ENF: Public Water Systems Violation and Enforcement Data Source: EPA/Office of Drinking Water Telephone: 202-564.3750 Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS). USGS Wafer Wells: USGS National Water Inventory System (NWIS) This database contains descriptive Informallon on sites where the USGS collects or has collected data on surface water and/or groundwater. The groundwater data Includes information on wells, springs, and other sources of groundwater. TC1415391.2s Page A•27 PHYSICAL SETTING SOURCE RECORDS SEARCHED STATE RECORDS California Drinking Water Quality Database Source: Department of Health Services Telephone: 916-324-2319 The database includes all drinking water compliance and special studies monitoring for the state of California since 1984. It consists of over 3,200,000 individual analyses along with well and water system information. California Oil and Gas Well Locations for District 2, 3, 5 and 6 Source: Department of Conservation Telephone: 916.323-1779 RADON State Database: CA Radon Source: Department of Health Services Telephone: 9163244208 Radon Database for California Area Radon Information Source: USGS Telephone: 703-3563020 The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey. The study covers the years 1986 - 1992. Where necessary data has been supplemented by information Collected at private sources such as universities and research institutions. EPA Radon Zones Source: EPA O Telephone: 703-356-4020 Sections 307 & 30909 of of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated Indoor radon levels. O OTHER Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, 800.457-6656 Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration California Earthquake Fault Lines: The fault lines displayed on EDR's Topographic map are digitized quaternary fault lines, prepared in 1975 by the United Stale Geological Survey. Additional information (also from 1975) regarding activity at specific fault lines comes from California's Preliminary Fault Activity Map prepared by the California Division of Mines and Geology. TC1415391.25 Page A48 I 1 I I 1 1 I 1 I I I I 1 I I 0 0 Photo 1: View of subject site looking north along Washington Street at Avenue 50. Photo 2: View of the subject site looking northeast at intersection of Avenue 50 and Washington Street. Project Name: `Infornzatian 14 Acre Undeveloped Lot Iftmill"I A�■ Westport LA Quinta, L.P. ,To Build On PSI Project Number: Engineering •Consulting • Testing 583-5E040 0 J Photo 3: View of the subject site from the southeast corner looking east along Avenue 50. Photo 4: View of the subject site from the southeast corner looking north. CVWI] flood channel is visible to the right. Project Name: M�ii Information 14 Acre Undeveloped Lot % Westport LA Quinta, L.P. LM" ,To Build On PSf Project Number: Engineering •Consulting • Testing 583-5E040 1� N Photo 5: View of the subject site from the southeast corner looking northwest. Photo 6: View of the subject site from the southeast corner looking west along Avenue 50. Project Name: Infonwfion 14 Acre Undeveloped Lot 11 rel Westport LA Quinta, L.P. N�� .Tn Build On PSI Project Number; Engineering • Consulting • Testing 583-5E040 Photo 7: View of the subject site looking east at Avenue 50 and Washington Street. Photo 8: View of the subject site looking north. Heavy patch of vegetation is visible. Project Name: + Infonm ion 14 Acre Undeveloped Lot �A%/ AF■ Westport LA Quinta, L.P. ■— �I .ToBuild On PSI Project Number: Engineering • Consulting • Testing p\ AYE. .ate .� �X /} ✓ GG[�l`�',pi,�p.� '�/�[.. j/,j/�[� �!p4� . . 64 a ��} XAk}•t � dp�tY. i��! 'iR i , �. t FY` .1 J Photo 11: View of the subject site looking south across Avenue 50. residential neighborhood and golf course visible in the background. Photo 12: View of signage for the subject site at Avenue 50 and Washington Street. Project Name: 14 Acre Undeveloped Lot„/ L+y Information Westport LA Quinta, L.P. ■` �� ,.ToBuild On PSI Project Number: E meeri ng ug FstZ_F�nen n9 +►g tonsuNr . Testf 0 Photo 13: View of the subject site from the northwest corner looking east. North adjoining residential dwellings visible to the left. Project Name: N T 14 Acre Undeveloped Lot �A �+/ .ln, fOriwtion Westport LA Quinta, L.P. ■— �� ,ToBuildOn PSI Project Number: rttz_FGnAn Engineering . Consulting • Testing I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 0 0 For Property Located at the Northeast corner of Washington Street and Avenue 50 La Quinta, California Desert Club Manor June, 1999 Prepared for: USA BIOMASS CORPORATION Prepared by: Bruce S. Kassler, Certified Environmental Inspector 4DMainiero, Smith and Associates, Inc. Planning /Civil EnrinBering /I and Surveying _ 777 East Tahquitz Canyon Way, Suite 301 / Pulm Springs, California 9262-6784 Telephone (760) 320-9811 / FAX (760) 323-7893 (D 0 PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California TABLE OF CONTENTS BACKGROUND................................................................................ page 2 EXECUTIVE SUMMARY ................................................................ page 3 SITE DESCRIPTION AND HISTORY ............................................. page 3 SEISMOLOGY................................................................................... page 4 HYDROGEOLOGY...........................................................................page 4 KNOWN SOURCES OF CONTAMINATION.................................page 5 AGENCY CONTACTS ...................................................................... page 7 CONCLUDING ASSESSMENT ........................................................ page 8 APPENDIX A ....................................VICINITY MAP -THOMAS GUIDE APPENDIX B .................................... FLOOD INSURANCE RA'Z'E MAP APPENDIX C................GEN. PLAN -LAND USE, INFRASTRUCTURE, ENVIRONMENTAL HAZARDS, ZONING MAP APPENDIX D......... RIVERSIDE COUNTY EMERGENCY RESPONSE, COMPLAINT AND INVESTIGATION LIST APPENDIX E .........................................AERIAL PHOTOGRAMMETRY APPENDIXF................................................................................. PHOTOS APPENDIX G...................ENVIRONMENTAL DISCLOSURE. REPORT APPENDIX H.......................RIVERSIDE COUNTY FLOOD CONTROL APPENDIX I..................................................................... USGS SURVEY APPENDIX J ...................................................... CVWD AERIAL PHOTO APPENDIX K....................EASTERN COACHELLA VALLEY AERIAL USA Biomass Corporation Page 7 PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California PHASE ONE ENVIRONMENTAL ASSESSMENT For USA Biomass Northeast Corner of Washington Street and Avenue 50 La Quinti, California BACKGROUND The Finn of Mainiero, Smith and Associates, Inc. was retained by the USA Biomass Corporation to conduct a Phase One Environmental Assessment for vacant property located at the northeast corner of Washington Street and Avenue 50, in the City of La Quinta, State of California. The purpose of this report is to inform USA Biomass Corporation on the investigation performed to assess the potential for the occurrence of hazardous materials, including but not limited to the presence of underground liquid storage tanks on or affecting the property. The investigation was carried on through: \ 1. Researching various lists maintained by governmental agencies charged with _. surveillance of hazardous materials. 2. Review of agency records dealing with building permits, tank permits, hazardous materials clean tip activities, and land use approvals. 3. Review of aerial photographs of the site and vicinity. 4. Site reconnaissance. No sampling of materials, air, water, soil, or the like was conducted as part of this assessment. USA Biomass Corporation Page 2 0 PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California 01 EXECUTIVE SUMMARY MSA has performed a Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Practice E1527 of the property listed below. This assessment has revealed no evidence of recognized problematic environmental conditions in connection with the property. SITE DESCRIPTION AND HISTORY The subject property is an irregular shaped 13.88+/- acres with one (l) assessor parcel number (617-370-016). See Appendix A, B, C, E, H, 1, J, and K for maps of the site and vicinity. "Elie property is designated as being a portion of the South 1/2 of the Southeast ''/3 of Section 31, Township 5 South, Range 7 East, S.B.M.. The property currently has a General Plan Land Use Designation which designates the site LDR - Low Density [Zesidential and the Zoning Map designates the site RL - Low Density Residential. Appendix J (Coachella Valley Water District) aerial photograph, dated June 5, 1996, shows the property vacant. Appendix H (County of IRiverside, Survey and Road Department) aerial photograph, dated December 12, 1974, shpws the property vacant. Appendix 1 (U.S.G.S.) quadmap, dated 1959, photorevised 1980, shows the property vacant. There was currently no evidence of the pretence of any hazardous materials that would result in further contamination of the site. The/site reconnaissance revealed minimal dumping of household debris and household items. The subject property is surrounded by,, cant and residential property to the north, La Quinta Evacuation Channel and CVWD well !,ite to `the east and beyond that is a school and sports center, vacant property to the south, residential and golf community to the west. The nearest commercial development is 2 miles ti the north. The nearest industrial use that exists in the vicinity is an automobile dealership agiroxitn'ately two miles to the north. No building permits were issued fb�any stnuctures on the property. No permanent structures were found on the site. PHASE ONE ENVIRONMENTAL ASSESSMENT 0 Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California SEISMOLOGY The site lies approximately seven and one-half miles southwest of an Alquist-Priolo Special Studies Zone which identifies the known segments of the San Andreas Fault. The Alquist-P6010 ist in development of rational land uses on and around Special Studies Zones are set forth to ass the State's many known faults. These zones do not show all potentially active faults, and are based on best available data. Ground rupture is not considered to be a likely occurrence on the site, although strong ground motion is very likely throughout the urea. The La Quinta General Plan, Environmental Hazards Policy Diagram (Appendix G3) does not show any faults within . the property vicinity. RYDROGEOLOGY The subject property is located approximately 45 feet above mean sea level. The site is not located in a flood hazard zone as determined by the Federal Emergency O Management Agency. The Flood Insurance Rate Map (Appendix B) shows the property in Zone C, (Areas of Minimal Flooding). 0 Page 4 USA Biomass Corporation O PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California KNOWN SOURCES OF CONTAMINATION A number of governmental agency lists were reviewed for known and potential sources of contamination that Wright adversely affect the subject property. These lists include: • State of California, Regional Water Quality Control Board, "L.U.S.T. (Leaking Underground Storage Tanks) List, dated April, 1993. • Riverside County, Hazardous Materials Department: • "Standard Report, Emergency Response" dated January 22, 1998. • State of California, Department of Toxic Substances Control, "Cal Sites List", dated May, 1993. • State of California, California EPA, "CORTESE, Hazardous Waste & Substances Sites List", dated November, 1990. • U.S. EPA, "CERCLIS, Superfund Sites", dated November, 1997. • U.S. EPA, "NPL, National Priority List", dated February, 1997. • U.S. EPA, "LIENS, Federal Superfund Liens", dated November, 1992. • California Waste Management Board, "SWIS, Solid Waste Information Systems", dated September, 1993. • U.S. EPA, "RCRA, Resource Conservation and Recovery Act", dated November, 1996. • California Department of Health Services, "BEP, Bond Expenditure Plan", dated January, 1990. • U.S. EPA, "SARA TITLE _III, Toxic Chemical Release Inventory", dated February, 1997. USA Biomass Corporation Pages O 0 PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California • State of California Environmental Affairs Agency Office of Hazardous Material Data Management, "WDS, Waste Discharge Systems', dated December, 1997. • California Water Resources Control Board, "UST, Underground Storage Tanks", dated August, 1994. • State of California Water Resources Control Board and the Regional Water Quality Control Boards, "WNIUDS, Waste Management Unit Database System", dated April, 1993. The results of this comprehensive review showing potential, known and previously contaminated sites within 1/2 mile of the subject property are as follows: • No underground storage tank leakage reports are listed within 1/2 mile of the property. No Calsites listings within 1/2 mile of the property. Seventeen (17) Emergency Response listings within one mile of the property. No Contaminated Property (Cerclis) listings within 1/2 mile of the property. No Superfund Lien listings within 1/2 mile of the property. No Solid Waste Disposal and Transfer listings within 1/2 mile of the property. No Hazardous Waste Generator listings within 1/2 mile of the property. No Toxic Chemical Release listings within 1/2 mile of the property. No Underground Storage Tank listings within 1/2 mile of the property. (Note: This list has only been maintained by the California Water Resources Control Board as of August, 1994) (Source: Appendix G, Environmental Disclosure Report, NATEC International, Inc.) Sites beyond 1/2 mile of the site boundaries may have an impact on the property. A full assessment of this potential is beyond the scope of this investigation. USA Biomass Corporation Page 6 0 PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California AGENCY CONTACTS County of Riverside, llazardous Materials Department MSA reviewed lists of hazardous materials, tanks, and emergency response sites for the County. Seventeen (17) emergency response listings were found within one mile of the site. These are contained in Appendix D. None of these listings were investigated in detail as none of the agency contacts deemed any other incidents as having any affect on the property under investigation. Reports of any of these incidents are available from the Riverside IIaZardous Materials Division. State of California, Department of Toxic Substances Control MSA reviewed the CAL SITES list and found no listings for the subject property or within 1/2 mile of the site. State of California, Nater Quality Control Board, Colorado River Basin Region MSA reviewed this agency's L.U.S.T. list and found no references to sites within 1/2 mile of the property. Federal Government, Environmental Protection Agency, Comprehensive Environmental Response Compensation and Liability Information System (CERCLIS) No CERCLIS sites exist in the Coachella Valley. USA Biomass Corporation Page 7 J J PHASE ONE ENVIRONMENTAL ASSESSMENT Northeast Corner of Washington Street and Avenue 50 Desert Club Manor, La Quinta, California CONCLUDING ASSESSMENT The subject property, located at the northeast corner of Washington Street and Avenue 50, in the City of La Quinta, appears at the time of this assessment to exhibit no known environmental contamination problems. The site does not appear to have ever been known to exhibit any environmental problems. No current underground tanks are evident or have been recorded to have existed on the property. These conclusions have been reached on the basis of a thorough review of the public records available, including but not limited to review of various lists documenting known environmental hazards. This environmental assessment was performed in accordance with accepted practices and principles, which guide the preparation of Phase One reports. The conclusions in this report are based on the examination of available public records, review of aerial photographs and a site investigation. Mainiero, Smith and Associates, Inc., provide this compilation of information as the best available information and believes that the assessment is reliable. No guarantee can be given as to the accuracy of the information that has been provided by others in the preparation of this assessment. USA Biomass Corporation Page 6 13 0 PSI PROFESSIONAL SERVICE INDUSTRIES, INC. 6867 NANCY R]DoE Mum SurrE E SAN MF.00, CALIFORMA 92121 F:(858)455-1170 T:(858)455-0544 Record of Communication Mr. Ching stated the no records were on file for the subject site APN. He noted that the Riverside County Department of Environmental Health in the lead agency for hazardous materials and USTs in La Quinta. PSI PROFESSIONAL SERVICE INDUSTRIES, INC. 6567 NANCY RIDGE DRIVE, SUITE E SAN DIEGO, CALIFORNIA 92121 F:(858)455-1170 T:(858)455-0544 Record of Communication Date: 5110105 Communication With: Ms. Theresa Vella-Finorio Of: City of La Quinta Building and Safety Department Phone: (760) 777-7012 Project Name/ Number: 583-513040 Regarding: Site address and building permits Recorded By: Kelli Washburn, Project Manager Conversation Record: Ms. Vella-Finorio stated that no address has been assigned to the subject site yet. She also noted a change in the site's APN. Ms. Vella-Finorio stated the once the Planning Department has approved the plans for the subject site an address will be assigned. Ms. Vella-Finorio also stated that no records were on file for the subject site APN. v I i I 1 1 11 I 1 11 I I C1 I 1 D I Valerie Marshall Senior Engineer, Long Beach, California Year started with PSI; 1997 Years experience with other firms: 17 Education Master of Science in Environmental Engineering, University of Southern California, 1981 Bachelor of Science in Biology/Chemistry, University of Southern California, 1977 Certifications/Registrations/Technical Training Certified, Asbestos Analysis/Identification, Department of Health Services, California Certified, Environmental Management, University of Southern California Environmental Professional — Phase I ESA, PSI OSHA 29 CFR 1910.120 HAZWOPER, Supervisor Professional Experience Ms. Marshall has more than 17 years of experience of project management in the fields of soil and hazardous waste management and remediation, environmental engineering, and regulatory permitting and compliance. Her experience includes management and supervision of field implementation of US EPA -ordered remediation activities on closed Class I hazardous waste landfills. Her responsibilities included management of Class I groundwater monitoring system and database, project scheduling, budgeting, permit acquisition, field personnel O management, in -field troubleshooting, data evaluations, and investigation of groundwater, surface water, ambient air, soil/gas, and leachate. Representative Phase Illi Environmental Site Assessment Project Experience • Phase I/II Environmental Site Assessments; Multiple Sites, Southern California - Project engineer for over 25 Phase I and 1I ESAs. Reviewed aerial photographs, analyzed environmental and land use data, prepared work plans for remedial investigations/corrective actions, and undertook extensive field investigations including soil, ambient air, and groundwater sampling analyses, and oversaw cleanup activities. Representative Landfill Project Experience • California Integrated Waste Management Board; Southern California - Project engineer for a pilot project to evaluate the use of treated sewage sludge as an alternative daily cover material at an active Class III solid waste landfill. Included an assessment of the geotechnical suitability of the material as well as flammability and potential for environmental hazards including vector attraction of the cover material, Collected physical soil samples, completed field infiltration tests, monitored odor release, and completed vector analysis. The investigation was completed on four cells containing various percentages of treated sewage sludges. A final report was prepared following guidelines set forth in Title 14 of the CFR • Class I Hazardous Waste Landfill and Treatment; San Bernadino, California - Project manager for preparation and approval of an EIR/EIS to develop a new Class I hazardous waste landfill and treatment facility. Oversaw the preliminary design and engineering for the proposed project to facilitate the part B permit. • Class III Solid Waste Landfill; Los Angeles, California - Project director for preparation of an EIR/EIS for siting and permitting of a new Class III solid waste landfill. Oversaw the technical evaluation of 141 alternative landfill sites in the region. • Underground Storage Tank Closures; Multiple Sites, Southern California - Project manager for the File Name: MemhalMdoo Revised: 12/01 0 preparation of over 30 underground storage tank closure reports, which included soil excavation and disposal or treatment of contaminated soils. Superfund Site; Wilmington, California - Project manager for a state Superfund investigation under Cal - EPA for a former liquid disposal facility. Negotiated exemptions from regulatory agency to expedite the schedule, which resulted in significant cost savings. Cal Compact Landfill; Carson, California - Project manager for an environmental resolution, including RDFS scope, for a Brownfield site reclamation project at the former landfill. Representative Hazardous Waste Project Experience • Broadwell Corporation; San Bernardino, California - Project manager for preparation and approval of an EIR/E1S to develop a new Class I hazardous waste landfill and treatment facility. Oversaw the preliminary design and engineering for the proposed project to facilitate the part B permit. • BKK Corporation; Southern California - Project manager for the approval process from the California Integrated Waste Management Board to start a pilot project to evaluate the use of treated sewage sludge as an alternative daily cover material at an active Class III solid waste landfill. • Elsmere Corporation; Los Angeles, Califomia - Project director for the preparation of an EIR/EIS for the siting and permitting of a new class III solid waste landfill, Oversaw the technical evaluation of 141 alternative landfill sites in the region. • California Integrated Waste Management Board; Southern California - Project manager for initiation of a pilot project to evaluate the use of a treated sewage sludge as an alternative daily cover material at an active Class II solid waste landfill. The study included an assessment of the geotechnical suitably of the material as well as flammability and potential for environmental hazards including vector attraction of the cover material. Collected physical soils samples, completed field infiltration test, monitored odor release, and completed vector analysis. The investigation was completed on four cells containing various percentages of the treated sewage sludges. A final report was prepared following guidelines set forth in Title 14 of the CFR. Cal -Compact Landfill; Carson, California - Project coordinator for an environmental resolution including RI/FS scope for a Brownfields site reclamation project. Superfund Site; Wilmington, California - Project manager for Superfund investigation under Cal -EPA for liquid disposal facility. File Name: MamhelN.doc Revised: 12101 Kelli Washburn Project Manager, San Diego, California Year started with PSI: 2003 Years experience with other firms: 3 Education Bachelor of Science in Environmental Science, University of California, Riverside Certifications/RegistrationslTechnical Training 8 -Hour Seminar, Basic Storm Water Pollution Prevention Plan Training, August 2003 40 -Hour OSHA HAZWOPER Training, July 2004 8 -Hour OSHA HAZWOPER Refresher Course, May 2004 AHERA Building Inspector, February 2005 Professional Experience Ms. Washburn is an environmental consultant for the Southern California environmental services department of PSI. She has extensive experience performing and managing Phase I environmental site assessments (ESAs), and has been directly involved in numerous portfolios nationwide, many of which involved impact to soil, surface water, and groundwater from petroleum and solvent releases. Ms. Washburn has additional training in storm water management, wastewater management, and compliance management. She also has experience as a project manager including business development, proposal writing, and scheduling and budgeting of projects. Representative Phase 1 Environmental Site Assessment Project Experience • CNL Hospitality Corporation; Torrance, California - Environmental site inspector for a Phase I ESA of a hotel property. • Darden Restaurants; Laguna Hills, California - Environmental site inspector for a Phase I ESA of a proposed restaurant facility. • Northstar Advisory Services; Panorama City, California - Environmental site inspector for a Phase I ESA of retail property. • UBS Capital; Sylmar, California - Environmental site inspector for a limited Phase I ESA of a truck storage property. • Schaffel Development Company; Valley Village, California - Environmental site inspector for a Phase I ESA for a residential property. • ING Investment Management; El Segundo, California - Environmental site inspector for a Phase I ESA of a commercial property. • ING Investment Management; Rancho Dominguez, California - Environmental site inspector for a Phase I ESA of an industrial property. • Hawaii Military Communities, LLC; Oahu, Hawaii- Environmental site inspector for Phase I ESA of five residential neighborhoods. • Verizon Communications; Various locations through out Oregon and Washington- Environmental site inspector for Phase I ESA of proposed and existing cellular communications facilities. • Nextel Communication; Various locations in San Diego County- Environmental site inspector for Phase I ESA of proposed and existing cellular communications facilities. • Bank of America; Various locations through out Southern California- Environmental site inspector for Phase i ESA of commercial, retail, hotel, and industrial facilities. File Name: WashbumKdoc Revised: 12104 Washburn Resume - Page 2 • Prudential Real Estate Investors; Camarillo, California- Environmental site inspector for Phase I ESA of a proposed twenty acre business park. • State of California Department of Transportation District 7; Santa Fe Springs and Norwalk, California - Environmental site inspector for Initial Site Assessment (ISA) for Interstate 5 widening project. • Brandywine Development; Various sites throughout Orange County, California- Environmental site inspector for Phase I ESA of numerous shopping centers with dry cleaners. • California Bank & Trust; Various sites throughout Southern California- Environmental site inspector for Limited Phase I ESAs and Phase I ESAs of residential, commercial, retail, and industrial properties. Representative Storm Water Management Project Experience • Legoland California, LLC- Carlsbad, California- Perform storm water sampling procedures, prepare storm water pollution prevention plan, and annual storm water report, • Burton Medical Products Corporation- Chatsworth, California- Perform storm water sampling procedures, storm water pollution prevention plan, and annual storm water report. Representative Wastewater Management Project Experience • Burton Medical Products Corporation- Chatsworth, California- Prepare bi-monthly wastewater self monitoring reports. Representative Compliance Management Project Experience • Burton Medical Products Corporation- Chatsworth, California- Prepare Business Emergency Plan including an on-site chemical audit, air quality management materials for on-site operations, hazardous waste generator fee return permit, and the State of California Department of Toxic Substance Control (waste generator) Verification Questionnaire. File Name: WashburnK.doo Revised: 12104 2015 Whitewater River Region WQMP Troutdale Village Appendix I PROJECT -SPECIFIC WQMP SUMMARY DATA FORM Project -Specific WQMP Summary Data Form Applicant Information Name and Title Jeff Parker Company Parker Development Northwest Inc — Troutdale Village, LLC Phone (503)807-8852 Email jeff(cr�,blackhawkd.com Project Information Project Name (as shown on project application/project-specific WQMP) Troutdale Village Street Address Washington & Avenue 50 Nearest Cross Streets Washington & Avenue 50 Municipality (City or Unincorporated County) La Quinta Zip Code 92253 Tract Number(s) and/or Assessor Parcel Number(s) 646-070-016 Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type): SF hillside residence; impervious area > 10,000 sq. ft.; Slope > 25% SF hillside residence; impervious area > 10,000 sq. ft.; Slope > 10% & erosive soils Commercial or Industrial > 100,000 sq. ft. Automotive repair shop Retail Gasoline Outlet disturbing > 5,000 sq. ft. Restaurant disturbing > 5,000 sq. ft. X Home subdivision > 10 housing units X Parking lot > 5,000 sq. ft. or > 25 parking spaces Date Project -Specific WQMP Submitted January 22, 2023 Size of Project Area (nearest 0.1 acre) 14.03 acres Will the project replace more than 50% of the impervious surfaces on an existing developed site? Yes Project Area managed with LID/Site Design BMPs (nearest 0.1 acre) 14.03 acres Are Treatment Control BMPs required? No Is the project subject to onsite retention by ordinance or policy? Yes Did the project meet the 100% LID/Site Design Measurable Goal? Yes Name of the entity that will implement, operate, and maintain the post -construction BMPs Troutdale Village, LLC Contact Name Jeff Parker Street or Mailing Address 1800 Blankenship Road, Suite 325 City West Linn, OR Zip Code 97068 Phone 1 (503)807-8852 Space Below for Use by City/County Staff Only Preceding Information Verified by (consistent with information in project -specific WQMP) Name: Date: Date Project -Specific WQMP Approved: Data Entered by Name: Date: Other Comments