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SDP 2011-917 Coral Mountain Apts Mass Gradingo \ � 9 yl� 1 0 31 LE FP �J 10, MASS GRADING HYDROLOGY REPORT Located on the SE Corner of Highway 111 and Dune Palms Rd Within a portion of the S.E. 1/4 of Section 29, Township 5 South, Range 7 East. S.B.M. City of La Quinta, California CITY OF LA Q UINTA APN 600- 020- 0471600 - 020 -048 May s, 2010 Prepared for: City of La Quinta MSA Job Number: 1920 O.OFE88 /p DE (4lo FyO. C43880TlTTOII Exa, 6 -3a 11 9r'.,Rl I - OF Cpl\ MSA . CONSULTING; 1NC. P1.nMMO ■ CnM Bxonflua ro :n LAM SuRvEmd 342M BOB HOPE Do" Ei RArmato MmAGB ■ CA 92270 Tmxmoim (760) 32a-Ml 'm FAx (760) 323 -7893 • TABLE OF CONTENTS PROJECTDESCRIPTION .............:.................................................... ..............................1 EXISTINGCONDITIONS .............................:...................................... ..............................1 FloodRate Map ............................................................................................. ..............................1 National Cooperative Soil Survey ............:.................................................. ...:..........................1 ExistingStorm Flows: ................................................................................................................ 1 PROPOSED FLOOD CONTROL REQUIREMENTS .......................... ..............................1 HYDROLOGY ANALYSIS DESIGN CRITERIA ................................. .....................:........2 HydrologicSoil Group: ............................................................................................................... 2 Antecedent Moisture Condition: ......... ................................................ 2 Land Use Classifications and Runoff Index Numbers: .......................................................... 2 Precipitation Frequency Estimates:; ........................................................................................ 2 SUMMARY of RCFCD SYNTHETIC UNIT (SHORTCUT METHOD) . ..............................2 S_ UMMARY of RCFCD RATIONAL METHOD PEAK FLOWS ........... ..............................5 , Proposed Conditions: ..................................................... ****** ........ **"* *"*.... ..............................5 STREET CAPACITY CALCULATIONS ......................:...................... ..............................6 SectionA -A (Street B): ............................................................................................................... 6 Section B -B (Drainage Area C8): .............................................................................................. 6 CATCH BASINS AND STORM DRAIN SYSTEMS .....................:...... ..............................6 PRELIMINARY WQMP ANALYSIS .................................................... ..............................9 RESULTSAND CONCLUSIONS ....................................................... ..............................9 L A, • B. D. E. F. G. H. I. J. • 3T OF APPENDICES: RIVERSIDE COUNTY TLMA VICINITY MAP NFIP FLOOD INSURANCE RATE MAP USDA NCSS HYDROLOGIC SOILS MAP NOAA ATLAS 14 & RCFCD REFERENCE PLATES RCFCD SYNTHETIC UNIT (SHORTCUT METHOD) WORKSHEETS RCFCD RATIONAL METHOD ANALYSIS COMPUTER RUNS STREET CAPACITY WORKSHEETS HYDRAULIC CALCULATIONS RCWQMP (White Water River Region) EXHIBIT C WORKSHEETS HYDROLOGY AND PRELIMINARY GRADING EXHIBITS <, Preliminary Hydrology Report City of La Quinta • PROJECT DESCRIPTION The proposed project comprises approximately. 20 acres and is designated as APN 600 -020- 047/048. The site is located to the south of Highway 111 and east of Dune Palms Road in the City of La Quinta and is within a portion of the SE '/4 of Section 29, Township 5 South, Range 7 East, San Bernardino Base and Meridian. The north portion'of the project (APN 600- 020 -047) is proposed to be an auto -mall, while the southerly portion (APN 600- 020 -048) is a proposed affordable housing complex. A vicinity map obtained from Riverside County TLMA is included in Appendix A. EXISTING CONDITIONS Flood Rate Map The project area is covered by FIRM Panel Number 06065C2243G, revised August 28, 2008, which indicates the project area lies within Zone X (shaded and un- shaded). Zone X (shaded) indicates "areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 -foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood ", while Zone X (un- shaded) indicates "areas determined to be outside the 0.2% annual chance floodplain" (see attached FEMA map — Appendix B). National Cooperative Soil Survey The existing soil is categorized primarily as hydrologic soil group A with some portions being hydrologic soil group B, as shown on the attached National Cooperative Soil Survey exhibits in Appendix C. For the purposes of this report, hydrologic soil group B will be assumed in hydrologic calculations. • Existing Storm Flows: The project site is relatively flat except for a hill, approximately 20 -feet high on the northwest side of the site, and generally slopes to the south and east. Storm runoff would be characterized as sheet flow, ponding in the various low points with overflow being directed to the southeast corner (see attached Existing Conditions Hydrology Map — Appendix J). Off -site storm flow is negligible as the project is bounded to the north by Highway 111, on the west and east by commercial development and on the south by Desert Sands Unified School District (DSUSD). PROPOSED FLOOD CONTROL REQUIREMENTS Drainage requirements fall under the jurisdiction of the City of La Quinta. Storm flows are proposed to be directed to the La Quinta Evacuation Channel via a sub - surface storm drain system. During the period between the completion of the mass grading and the project completion, the City has requested a minimum of 20- percent of the developed condition storm flood volume be retained on -site. Storm runoff along the Highway 111 frontage is directed to an existing catch basin on the north east portion of the project site. Runoff from a 10 -year storm shall not overtop curbs and the 100 -year runoff shall be contained within the street right -of -way and /or public utility and drainage easements. Additionally, major and primary streets must have one driving lane clear in each direction in the 10 -year storm. The existing self storage units, APN 600- 020 -011, located to the west of the project area, utilized two retention basins in what is now City Redevelopment Agency property, APN 600 - 020 -012. It is proposed to re -grade the existing basins to provide a single basin sufficiently sized to retain storm flows from the self storage parcel. • Preliminary Hydrology Report City of La Quinta HYDROLOGY ANALYSIS DESIGN CRITERIA Peak storm flows for the 100 -year and 10 -year events were obtained utilizing the Rational Method, as described in the RCFC &WCD Hydrology Manual. The hydrologic data used for the calculations are as follows: Hydrologic Soil Group: As stated above the site is categorized primarily as Soil Group A with a small percentage of Soil Group B. The hydrologic calculations are based on the assumption that all the soil within the project area is Soil Group B which is defined by RCFCD as — "those soils having moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission ". Antecedent Moisture Condition: AMC II — Moderate runoff potential, an intermediate condition. Per RCFC & WCD Hydrology Manual (Dated: April, 1978): "For the purposes of design hydrology using District methods, AMC 11 should normally be assumed for both the 10 year and 100 year frequency storm ". Land Use Classifications and Runoff Index Numbers: Runoff Index Numbers were obtained from RCFCD Plate D -5.5 and are summarized below: Proposed Conditions — Commercial Landscaping 56 Precipitation Frequency Estimates: Precipitation depths were obtained from NOAA Atlas 14: 2 Year - 1 Hour Precipitation: 0.42 inches 100 Year — 1 Hour Precipitation: 2.02 inches 100 Year — 3 Hour Precipitation: 2.60 inches 100 Year — 6 Hour Precipitation: 3.13 inches 100 Year — 24 Hour Precipitation: 4.09 inches Slope of Intensity Duration Curve: 0.59 See Appendix D for the NOAA Atlas 14 Point Precipitation Frequency Estimates and respective RCFCD Plates. SUMMARY of RCFCD SYNTHETIC UNIT (SHORTCUT METHOD) The City has requested 20- percent of the developed condition 100 year flood volumes be retained on -site after the mass grading operations have been completed. Flood volumes were determined based on Synthetic Unit (Shortcut Method) criteria as prescribed by the RCFCD Hydrology Manual. The project area was divided into three (3) sub -areas as noted on the Preliminary Synthetic Unit Hydrology Exhibit (see Appendix J). In addition to the 3 -sub areas comprising the project site, an additional area of approximately 4 acres was identified for the existing self storage parcel, APN 600- 020 -011. The worksheets are included as Appendix E. Shown below are summaries of the worksheets along with the 'basin' volume provided during the mass grading operations. • • • Preliminary Hydrology Report City of La Quinta PROPOSED LAND USE SUMMARY Land Use / Drainage Area Drainage Area acres RI Number AMC II Infiltration Rate in /hr Impervious Percent Commercial / DA -A1 4.36 56 0.51 90 Commercial / DA -A2 4.00 56 1 0.51 1 90 Apartments / DA -131 10.87 56 0.51 1 80 Total Area 19.23 Peak Flow cfs STORM EVENT SUMMARY - DRAINAGE AREA 'A1' Duration 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR Effective Rain in 1.92 2.31 2.56 2.82 Flood Volume (cu -ft) acre -ft 30,437 0.70 36,549 0.84 40,446 0.93 44,588 1.02 Storage Provided (cu -ft) acre -ft 31,971 0.73 Percent of Total Flood Volume 105% 87% 79% 72% Peak Flow cfs n/a 1 10.82 1 8.82 2.08 STORM EVENT SUMMARY - DRAINAGE AREA'A2' Duration 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR Effective Rain in 1.92 2.31 2.56 2.82 Flood Volume (cu -ft) acre -ft 27,924 0.64 33,531 0.77 37,107 0.85 40,906 0.94 Storage Provided (cu -ft) acre -ft 28,662 0.66 Percent of Total Flood Volume 103% 85% 77% 70% Peak Flow cfs n/a 9.93 8.09 1.91 STORM EVENT SUMMARY - DRAINAGE AREA '61' Duration 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR Effective Rain in 1.88 2.17 2.29 2.60 Flood Volume (cu -ft) acre -ft 74,071 1.70 85,688 1.97 90,475 2.08 102,675 2.36 Storage Provided (cu -ft) acre -ft 45,852 1.05 Percent of Total Flood Volume 62% 54% 1 51% 45% Peak Flow cfs n/a 1 26.48 1 21.49 4.75 As the above summaries illustrate the mass graded conditions provide sufficient storage to retain a minimum of 20- percent of the developed condition flood volumes. Preliminary Hydrology Report City of La Quinta For the self storage parcel, the basin was sized based on a percolation rate of 0.0 in /hr and the assumption of a Maxwell Plus Drywell capable of infiltrating a minimum of 0.17 cfs. Currently the basin side slopes are shown at 10:1, which should provide enough flexibility for landscaping treatments to the entry area of the project site. Shown Below is a summary of the synthetic unit (Shortcut Method) worksheets. As illustrated by the summary a minimum storage volume of 33,443 cubic feet is required. STORM EVENT SUMMARY — DRAINAGE AREA'SELF STORAGE PARCEL' Duration 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR Effective Rain in 1.92 2.31 2.56 2.82 Flood Volume (cu -ft) acre -ft 27,924 0.64 33,531. 0.77 37,107 0.85 40,906 0.94 Required Storage (cu -ft) acre -ft 27,312 0.63 31,695 0.73 33,443 0.77 27,862 0.64 Storage Provided (cu -ft) acre -ft 34,801 0.80 Factor of Safety 1.27 1.101 1.04 1.25 Peak Flow - (cfs ) n/a 9.93 1 8.09 1.91 Preliminary Hydrology Report City of La Quinta • SUMMARY of RCFCD RATIONAL METHOD PEAK FLOWS • The rational method computer runs for the proposed conditions are included in Appendix F and are summarized below. Proposed Conditions: The drainage area was sub - divided into.3 (three) primary areas representing the proposed 'auto -mall, the connecting street and the proposed multi - family complex. Each of these areas was further subdivided into distinct areas corresponding to proposed inlet and catch basin locations (refer to the Proposed Conditions Hydrology Exhibit). The total area under consideration is approximately 19.2 acres. 100 Year Storm Event Designation Inlet Q100 cfs Tr min Intensity in /hr Area acres Al 1 -18 16.74 11.21 5.43 3.48 A2 1 -17 6.99 7.37 6.96 1.13 A3 1 -3 16.95 11.31. 5.41 3.54 A4 1 -4 2.27 5.56 8.22 0.31 B1 1 -5/1 -6 2.73 5.00 8.75 0.35 B2 1- 15/1 -16 5.09 8.08 6.59 0.87 B3 1- 13/1 -14 3.66 7.53 6.87 0.60 C1 1 -12 17.72 6.57 7.45 2.71 C2 1 -11 4.68 5.45 8.32 0.64 C3 1 -10 5.26 5.71 8.09 0.74 C4 1 -9 3.40 6.17 7.73 0.50 C5 1 -8 8.34 8.98 6.20 1.54 C6 1 -8 4.35 7.31 7.00 0.71 C7 1 -7 5.29 7.13 7.10 0.85 C8 1 -1 5.89 8.34 6.47 1.04 C9 1 -2 1.60 5.51 8.27 0.22 10 Year Storm Event Designation Inlet Q10 cfs Tc min Intensity in /hr Area acres Al 1 -18 8.84 11.21 2.90 3.48 A2 1 -17 3.70 7.37 3.72 .1.13 A3 1 -3 8.95 11.31 2.89 3.54 A4 1 -4 1.20 5.56 4.39 0.31 131 1 -5/1 -6 1.44 5.00 4.67 0.35 B2 1- 15/1 -16 2.69 8.08 3.52 0.87 B3 1- 13/1 -14 1.94 7.53 3.67 0.60 C1 1 -12 9.30 6.57 3.98 2.71 C2 1 -11 2.46 5.45 4.44 0.64 C3 1 -10 2.76 5.71 4.32 0.74 C4 1 -9 1.78 6.17 4.13 0.50 C5 1 -8 4.36 8.98 3.31 1.54 C6 1 -8 2.28 7.31 3.74 0.71 C7 1 -7 2.77 7.13 3.79 0.85 C8 1 -1 3.08 8.34 3.46 1.04 C9 1 1 -2 0.84 5.51 4.41 0.22 • Refer to the Proposed Conditions Hydrology Exhibit (Appendix J) for locations of the drainage subareas and the Preliminary Grading Exhibit for proposed grades. Preliminary Hydrology Report City of La Quinta .STREET CAPACITY CALCULATIONS Street capacities were analyzed utilizing Manning's equation for open channel flow. In accordance with City of La Quinta guidelines the 100 -year storm shall be contained within the right -of -way (public utility and /or drainage easement) and the 10 -year storm shall be contained within the curbs. The majority of the project consists of parking areas and drive aisles rather than public streets. The proposed connecting street, "Street B" has a section width of 30 -feet (flowline to flowline). This section based on City of La Quinta guidelines precludes parking on either side of the street; therefore a Manning's 'n- value' of 0.015 was used in the calculations. For the parking areas and drive aisles, a Manning's 'n -value of 0.020 was used in the calculations. All street capacity calculations were basin on a minimum longitudinal slope of 0.50 percent. Section A -A (Street B): Street. Capacity (100 Year Storm): 38.35 cfs Street Capacity (10 Year Storm): 19.04 cfs Depth of Flow (Rational 100 Year Storm 5.09 cfs) 0.35 ft Section B -B (Drainage Area C8): Street Capacity (10 Year Storm): 87.49 cfs Depth of Flow (Rational 100 Year Storm 5.89 cfs) 0.35 ft Street capacity worksheets are attached as Appendix G. CATCH BASINS AND STORM DRAIN SYSTEMS Catch basins and or drainage inlets and the associated storm drain pipes were analyzed in accordance with Hydraulic Engineering Circular No. 22, utilizing Bentley Systems Inc. and StormCad software. A hydraulic grade line (HGL) elevation of 46 -feet was used in the calculations at the proposed storm drain outflow. This elevation was interpolated from Drawing Number 10714- C-401, "Water Surface Profile ", prepared by Bechtel for the Coachella Valley Water District and is attached as Appendix H. Storm drain pipes are proposed to be HDPE (or approved equal) and a Manning's n -value of 0.012 was used in the calculations. Grated inlets were assumed to be utilized within the parking fields and have a clogging factor of 50% applied in the calculations. Curb inlet catch basins per City of La Quinta Standard 300 are proposed for Street 'B'. The StormCad calculations are presented as Appendix H. The software will only allow for a maximum of 10 inlets therefore the analyses was divided into two separate files ( "A" and "B ") with Inlet 1 -9 being the common point for the two analyses. The system flow, time of concentration and CA values from the drainage areas upstream of inlet 1 -9 (from analysis "B ") were input into. analysis "A" as additional external flow at inlet 1 -9 and the corresponding HGL was then used as the downstream starting HGL in analysis "B ". From Analysis "B ": Total System Flow: 40.61 cfs System Flow Time 14.81 min System Intensity: 4.52 in /hr System CA: 8.92 acres Input into Analysis "A" as Upstream System Flow. From Analysis "A" Inlet 1 -9 HGL,N: 47.96 ft Input into Analysis "B" as beginning HGL. Preliminary Hydrology Report City of La Quinta • Grated inlets were sized based on the orifice equation: • • Q = Co Ag (2gd o.s f. Where: Q = Intercepted Flow (cfs) Co = Orifice Constant (0.67) Ag = Gross Area of Grate (so g = Gravitational Constant (32.16 ft/s2) d = depth of water above grate (ft) f = clogging factor (50 %) Grate characteristics were obtained from Jensen Precast: Grate Size Gross Area s 18x18 Grate 1.60 24x24 Grate 3.23 48x48 Grate 12.34 Curb inlet catch basins were sized utilizing FlowMaster Software in accordance with HEC22. A summary of the proposed inlets is shown below: Inlet Summary Inlet No Inlet Type Total . Intercepted Flow cfs Rim Elevation ft HGL In ft HGL Out ft HW Depth Gutter Depth ft 1 -1 18x18 Grate 1.60 53.29 48.56 48.30 0.14 1 -2 24x24 Grate 5.89 53.93 50.81 50.54 0.46 1 -3 48x48 Grate 16.95 54.63 54.14 54.07 0.26 1 -4 18x18 Grate 2.27 54.98 53.36 53.36 0.28 1 -5 CLQ Std 300 1.36 54.46 52.90 52.89 0.26 1 -6 CLQ Std 300 1.36- 54.46 52.90 52.89 0.26 1 -7 24x24 Grate 5.29 53.12 47.70 47.63 0.37 1 -8 24x24 Grate 4.35 53.54 49.46 49.32 0.25 1 -9 18x18 Grate 140 53.68 47.96 47.93 0.62 1 -10 24x24 Grate 5.26 54.00 48.20 48.18 0.37 1 -11 24x24 Grate 4.68 53.86 49.65 49.44 0.29 1 -12 48x48 Grate 17.72 52.94 51.08 51.00 0.29 1 -13 CLQ Std 300 1.83 53.69 50.50 50.49 0.29 1 -14 CLQ Std 300 1.83 53.69 50.50 50.49 0.29 1 -15 CLQ Std 300 2.55 53.83 51.80 51.79 0.33 1 -16 CLQ Std 300 2.55 53.83 52.03 51.86 0.33 -17 24x24 Grate 6.99 54.92 52.76 52.72 0.65 -18 48x48 Grate 16.74 54.62 53.79 53.72 0.26 Preliminary Hydrology Report City of La Quinta A summary of the pipe characteristics is shown below: PiDe Summary Pipe No Pipe Diameter in ) Total System Flow (cfs) Full Capacity (cfs) Length (ft Slope ft/ft Average Velocity f s Pi-01 54 68.87 117.35 135.10 0.0030 4.33 PI-02 54 69.52 115.34 71.64 0.0029 4.37 P 1 -03 54 72.49 116.92 341.89 0.0030 4.56 P1 -04 54 72.97 117.45 55.92 0.0030 4.59 P1 -05 54 73.10 96.14 14.73 0.0020 4.60 P2 -01 24 23.89 32.07 96.92 0.0171 7.60 P2 -02 24 23.49 32.12 216.00 0.0172 7.48 P2 -03 24 19.60 32.12 288.22 0.0172 6.24 P2 -04 24 18.12 32.10 64.70 0.0172 5.77 P2 -05 24 16.88 32.1'4 88.38 0.0172 5.37 P2 -06 24 16.95 32.08 19.26 0.0171 5.37 P2 -07 18 2.27 15.87 113.12 0.0194 1.28 P2 -08 18 2.58 16.57 123.12 0.0212 1.46 P2 -09 18 1.36 19.66 22.64 0.0299 0.77 P2 -10 18 1.36 23.27 16.26 0.0418 0.77 P3 -01 48 52.60 155.03 42.31 0.0099 4.19 P3 -02 48 52.90 155.52 45.05 0.0100 4.21 P3 -03 48 49.85 157.57 30.23 0.0103 3.97 P3 -04 48 42.68 155.27 183.79 0.0100 3.40 P3 -05 48 42.15 155.71 127.82 0.0100 3.35 P3 -06 18 5.26 11.79 8.39 0.0107 2.98 P3 -07 36 39.44 76.37 53.70 0.0112 5.58 P3 -08 36 39.53 77.02 14.08 0.0114 5.59 P3 -09 24 20.73 24.57 '90.50 0.0101 6.60 P3 -10 24 17.48 24.51 162.00 0.0100 5.57 P3 -11 24 17.72 77.94 52.00 0.1012 5.64 P4 -01 18 12.19 48.03 65.78 0.1782 22.69 P5 -01 30 26.09 44.39 119.25 0.0100 5.32 P5 -02 30 26.23 44.87 32.36 0.0102 5.34 P5 -03 30 26.92 44.47 166.72 0.0100 5.48 P5 -04 18 1.83 53.48 25.35 0.2209 14.08 P5 -05 18 1.83 88.83 9.19 0.6094 20.08 P5 -06 30 25.53 44.47 322.52 0.0100 5.20 P5 -07 18 2.55 60.03 9.02 0.2783 1.44 P5 -08 30 23.60 44.93 25.43 0.0102 4.81 P5 -09 24 21.64 32.01 33.40 0.0171 6.89 P5 -10 24 16.48 32.20 63.71 0.0173 5.25 P5 -11 24 16.72 32.16 92.90 0.0172 5.32 P5 -12 24 16.74 32.11 9.90 0.0172 5.33 P5 -13 18 6.99 24.95 60.74 0.0481 3.95 Hydraulic calculations are provided as Appendix H. • PRELIMINARY WQMP ANALYSIS is Preliminary Hydrology Report City of La Quinta Preliminary design volume and flow for BMP measures were based on Worksheets 1 and 2 from the Riverside County - Whitewater River Region Water Quality Management Plan. As the site layouts are still preliminary in nature impervious percentages are in accordance with RCFC & WCD Hydrology Manual Plate D -5.6. A summary of the design flow and volumes is presented below with the worksheets attached as Appendix I. , Drainage Area Total Area acres Impervious Area acres Design Volume (cu-ft)cfs Design Flow DA -A 8.46 7.61 8,962 1.39 DA -13 .1.82 1.64 1,934 0.30 DA -C 8.95 7.16 7,788 1.34 RESULTS AND CONCLUSIONS As the above narrative and summaries confirm, the proposed project meets the hydrologic conditions as set forth by the City of La Quinta. 9 Preliminary Hydrology Report City of La Quinta Appendix A Riverside County TLMA Vicinity Map • • t7 Riverside County GIS >: w. tt' City of La Quinta SIERRAVISTA +-^w W N J a W z 0 z J w W Z Z J 7 W p-r o i U) Z O U) Cr W LL LL W J V Imm VPq F�LOs .. Riverside County TLMA G1 Selected parcel(s): 600 - 020 -047 600 - 020 -048 REPORT PRINTED ON Wed Mar 1012:15:39 2010 LATITUDE: 33.7053 LONGITUDE: - 116.2754 http:.'/ www3. tlma. co.riverside.ca.us /pa /rclis/NoS D HO DR AVENUE 48 pit1DGEPORT I GOLDEN GATE OR 3/10/2010 Preliminary Hydrology Report City of La Quinta Appendix B NFIP Flood Insurance Rate Map • - • ••w ♦ ♦ • , .. ♦. is x RE This is an official copy of a portion of the above referenced flood map. It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may haw been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www rnsc. —a or D PANEL 2234G FIRM m FLOOD INSURANCE RATE MAP RIVERSIDE COUNTY, CALIFORNIA ® AND INCORPORATED AREAS PANEL 2234 OF 3805 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) b CONTAINS: m COMMUNITY NUMBER PANEL SUFFIX INDIO, CITY OF 060255 2234 G LA OUINTA, CITY OF 060709 7234 G ® Notice to User: The Map Number shown below should be ® used when placing map orders, the Community Number shown above should be used on insurance applications for the subjecl community. �P^ MAP NUMBER 06065C2234G r; EFFECTIVE DATE AUGUST 28, 2008 Federal Emergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may haw been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www rnsc. —a or DEFINITIONS OFFEMA FLOOD ZONE DESIGNATIONS m�1% Moderate tD Low Risk Areas In communities that participate in the NFIP, flood insurance is available to all property owners and renters inthese zones: ZONE DESCRIPTION Areas of 0.2% annual chance flood; areas of 1% annual chance flood X (Shaded) with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. Insurance purchase is not required in these zones. X Areas determined to be outside the 0.2% annual chance floodplain._ High Risk Areas In communities that participate in the NF(P, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION Areas with a 1% annual chance of flooding and a 26% chance of flooding over the life of a 30-year mortgage. Because detailed analyses are not performed for such areas; no depths or base flood 22 elevations are shown within these zones. /Areas with a 1% annual chance of flooding and a 26% chance of AE flooding over the life of a 30-year mortgage. In most instances, base flood elevations derived from detailed analyses are shown at selected intervals within these zones. Areas with a 1 % annual chance of shallow flooding, usually in the form of a pond, with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30-year mcrtgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. River or she8nn flood hazard 3r*os, and areas with a 1% or greater chance of shallow flooding each yo8r. usually in the fnmn of sheet O0w, with an average depth ranging from 1 to 3f8et. These areas have a 20% chance of flooding over the life of 30-year mortgage. Average flood depths derived from detailed analyses are shown within these zones. ForanaesofaUuvia|fanOoodinq.v�|�citias�rea|sod��ermined� � Areas with a hanoponsh|y increased Mood risk due to the bui|Jing or restoration of a flood control system (such as a levee or a dam). 0. Mandatory flood insurance purchase requirements will app|y, but rates AR ' will not exceed the rates for unnumbered A7onno if the structure is built or restored in compliance with Zone AN OoVdp|ein management Areas with o 1% annual oh8noa of flooding that will be protected by a Federal flood control system vvhene construction has reached specified legal requirements. No depths or base flood elevations are shown | |within these zones. a | High Risk — Coastal Areas In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones: ZONE DESCRIPTION Coastal areas with a 1 % or greater chance of flooding and an additional V hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30 -year mortgage. No base flood elevations are shown within these zones. Coastal areas with a 1% or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance VE of flooding over the life of a 30 -year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones. Undetermined Risk Areas ZONE DESCRIPTION Areas with possible but undetermined flood hazards. No flood hazard D analysis has been conducted. Flood insurance rates are commensurate with the uncertainty of the flood risk. • Preliminary Hydrology Report City of La Quinta Appendix C USDA NCSS Hydrologic Soils Map 0 0 ao ,.64.L4o££ o 0 0 0 ,Z4 e££ «9£ z4 a££ 0 03RL99 OOLL99 00& 009L99 007L99 -- 00£L99 OOZL99 00U99 OA99 006 (ejuirc) el jo R;io) eiuJOIlleD `e0'y A01len e118408DO '�4unoo apisaanib —dnoaE) Iiog 016010JP (H Hydrologic Soil Group — Riverside County, Coachella Valley Area, California (City of La Quinta) T ea of Interest (E 7 Area ils Soil N 0 PLSS Township and Range 0 PLSS Section Water Features . Oceans Streams and Canals Transportation Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http : / /websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 11 N NAD83 This product is generated from the USDA -NRCS certified data as of the version date(s) listed below. Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 4, Jan 3, 2008 Dotc(o) acriol imagc3 wcrc photogrophcd: 5/31/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources ' ' Soil Survey 3/1- .iM Conservation Service Natiol perative Soil Survey Pag . • • • Hydrologic Soil Group = Riverside County, Coachella Valley Area, California Hydrologic Soil Group -City of La Quinta Hydrologic Soil Group— Summary by Map Unit — Riverside County, Coachella Valley Area, California Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CpA Coachella fine sand, 0 to 2 percent slopes A 994 49.2% GbA Gilman fine sandy loam, 0 to 2 percent slopes B 0.1 0.0% MaB Myoma fine sand, 0 to 5 percent slopes A 5.9 2.9% MaD Myoma fine sand, 5 to 15 percent slopes A 96.6 47.8% Totals for Area of Interest 201.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the. rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long- duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B /D, and C /D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have 'a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B /D, or C /D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources am Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2010 Page 3 of 4 Hydrologic Soil Group — Riverside County, Coachella Valley Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Lower City of La Quinta USDA Natural Resources Web Soil Survey 3/18/2010 am Conservation Service National Cooperative Soil Survey Page 4 of 4 • Preliminary Hydrology Report City of La Quinta Appendix D NOAA Atlas 14 Deference Plates Precipitation Frequency Data Server Y POINT PRECIPITATION • FREQUENCY ESTIMATES FROM NOAA ATLAS 14 California 33.7053 N 116.2754 W 78 feet from "Precipitation- Frequency Atlas of the United States" NOAH Atlas 14, Volume I, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAH, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Thu Mar 18 2010 • Page 1 of 3 Confidence Limits Seasonality j,, Location Maps other Info. I1 GIS-dato MT' aps Docs it . Return to State Map Precipitation Frequency Estimates (inches) 0.79 ARI * years cars 5 min - 10 min - 15 min 30 min o00000000a00000 60 min 120 min 3 hr 6 hr 12 hr 24 hr 48 hr 4 da Y. 7 da Y. 10 da X 20 da Y- 30 da X 45 da Y. 60 da X 1.31 =0.10 1.39 0.15 0.18 0.25 0.31 0.42 0.49 0.65 0.81 0.85 0.87 0.93 1.02 1.09 1.21 1.35 1.53 1.62 2� 0.14 0.20 0.25 0.34 0:42) 0.57 0.66 0.88 1.09 1.16 1.17 1.26 1.38 1.49 ].65 1.85 2.10 2.23 2.65 = 0.22 0.33 0.41 0.55 0.68 0.89 1.01 1.32 1.62 1,76 1.78 1.88 2.06 2.25 2.50 2.79 3.17 3.38 3.50 10 0.29 0.44 0.54 0.73 0.90 1.16 1.31 1.68 2.03 2.23 2.24 2.39 2.60 2.85 3. ] 6 3.50 3.97 4.25 25 0.41 0.62 0.76 1.03 1.27 1.59 1.76 2.20 2.62 2.92 2.94 3.13 3.38 3.71 4.09 4.50 5.08 5.45 50 0.51 0.78 0.97 1.31 1.62 1.97 2.15 2.64 3.11 3.48 3.54 3.76 4.02 4.43 4.85 5.32 5.96 6.40 100 0.64 0.98 1.21 ].63 2:02) 2.42 2'60) 3'1 3.63 4'09) 4.21 4.46 4.72 5.21 5.67 6.18 6.88 7.41 200 0.79 1.21 1.50 2.02 2.50 2.93 3.11 3.67 4.20 4.76 4.95 5.24 5.48 6.06 6.55 7.10 7.84 8.46 5:83 500 1.04 1.58 1.96 2.64 3.27 ]E7fl 3.90 1E9 ]E2 ]Kfl 6.05 6.38 6.58 7.30 7.82 8.41 9.18 9.94 1000 1.26 1.92 2.38 3.20 3.96 4.47 4.60 5.18 5.71 6.54 6.99 7.36 7.50 8.33 8.86 9.48 10.23 11.11 These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Alias 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI* j ❑5 10 15 30 60 120 ❑3 12 24 48 4y 7y 10 2 Y 3 4 Y 6 Y (years min min min min min min hr hr hr hr hr da da day day day day da �1 0.12 0.19 0.23 0.31 0.39 0.52 0.60 0.79 0.97 1.01 1.02 1.07 1.17 1.27 1.40 1.55 1.75 1.86 �2 0.17 0.26 0.32 0.44 0.54 0.71 0.81 1.07 1.31 1.38 1.39 1.47 1.59 1.73 1.91 2.12 2.42 2.56 0 0.27 0.41 0.51 0.69 0.86 1.09 1.23 1.61 1.95 2.09 2.11 2.20 2.37 2.60 2.88 3.20 3.64 j 3.88 10 0.36 0.55 0.68 0.92 1.13 1.42 ].59 2.03 2.44 2.65 2.68 2.78 2.99 3.28 3.63 4.02 4.56 4.86 25 0.50 0.77 0.95 1.28 1.59 1.93 2.13 2.65 3.14 3.46 3.50 3.66 3.88 4.28 4.71 5.18 5.83 6.25 50 0.64 0.97 1.21 1.62 2.01 2.40 2.60 3.19 3.72 4.13 4.17 4.40 4.63 5.10 5.59 6.13 6.84 7.35 100 F-801FE 0.73 1.50 2.02 2.50 2.94 3. ] 5 3.79 4.36 4.86 4.90 5.23 5.47 6.01 6.55 7.16 7.93 8.54 200 500 0.98 1.29 1.50 1.96 1.85 2.43 2.50 3.27 3.09 4.05 3.58 4.61 3.79 4.79 4.45 5.47 5.06 6.08 5.66 6.85 5.79 7.13 6.17 7.59 6.38 7.74 7.04 8.53 7.60 9.14 8.29 9.89 9.09 10.73 9.78 11.55 1000 • The peen. 1.57 f.c d ..f 2.39 rr.e ...enA..e...:..,... 2.97 4.00 - �. nnK 4.95 .....nA....... 5.53 �......i :. 5.69 ��.......�......a.:..�, 6.36 [d 6.97 �r ��_ ..:�..r_._� 7.87 8.29 . �_ .._�..__ 8.81 r -- 8.89 . 9.81 10.44 11.22 12.04 12.98 .......rr .... ............. ",......, These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI ** 5 10 15 30 60 120 3 6 12 24 48 4 7 ]0 20 30 45 60 (years) min in min min in in hr hr hr hr hr day day day day day day day =F6 0.12 0.15 0.20 0.25 0.34 0.41 0.54 0.67 0.71 0.75 0.80 0.88 0.94 1.04 1.18 1.32 1.41 �2 0.11 0.17 0.20 0.28 0.34 0.47 0.55 0.73 0.91 0.97 1.02 1.09 1.19 1.29 1.43 1.61 1.82 1.93 0 0.17 0.26 0.33 0.44 0.55 0.72 0.84 1.10 1.34 1.47 1.52 1.63 1.78 1.94 2.16 2.42 2.74 2.92 ]0 0.23 0.35 0.43 0.58 0.72 0.94 1.07 1.38 1.68 1.86 1.93 2.06 2.23 2.44 2.71 3.03 3.42 3.65 25 0.32 0.48 0.59 0.80 0.99 1.27 1.43 1.79 2.14 2.41 2.51 2.67 2.87 3.16 3.48 3.88 4.35 4.65 50 0.39 0.60 0.74 1.00 1.24 1.55 1.72 2.13 2.52 2.85 2.98 3.18 3.38 3.73 4.10 4.55 5.08 5.43 100 0.48 0.73 0.91 1.23 1.52 1.87 2.05 2.49 2.91 3.33 3.50 3.72 3.93 4.34 4.75 5.26 5.83 6.24 200 0.58 0.89 1.10 1.48 1.83 2.22 2.42 2.88 3.33 3.83 4.06 4.30 4.50 4.99 5.44 5.97 6.59 7.06 500 0.74 1.12 1.39 1.88 2.32 2.75 2.95 3.95 3.90 4.54 4.87 5.14 5.31 5.90 6.38 6.98 7.63 8.18 1000 0.87 1.33 1.65 2.22 2.74 3.21 3.39 3.92 4.37 5.10 5.53 5:83 5.96 6.65 7.13 7.77 8.41 9.06 the rower Douna or Ine commence interval at 91.1% confidence level is the value which 5% of the simulated quanlile values for a given frequency are less than. http:!/ dipper. nws. noaa. gov /cgi- binlhdsclbuildout.perl ?type =pf &units =us &series =pd &state... 3/18/2010 Precipitation Frequency Data Server These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Textv_ersion of tables I W -1 Duration 5 -lain 120 -m 48 -hr -x- 30 -day - 10 -min t 3 -hr max- 4 -day 45 -day " -min + 6 -hr + 7 -day + 60 -day �x- 30 -min --e- 12 -hr + 10 -day + 60 -min - 24 -hr -e- 20 -dau -e- Partial duration based Point Precipitation Frequency Estimates - Version' 4 33.7053 M 116.2754 N 78 ft 12 11 10 c q Z 8 r a a 7 a c 6 m 5 r a 4 U 3 IL 2 1 0 C C C C C C G L L L L L L L L L M 71 7 7 31 M 7 M 71 M 1 C C Z Z Z Z Z Z C m m m m m m m 10 N A E E E E E e Ifl I 1 I 1 I 1 1 1 1 M a a M.0 a v M M y I I I 1 I 1 Cu M O .a W N 00 R .A m VI m V7 m 11 19 .•. N M V M O to n m N m .9 d1 Qi ^ M T m Duration ^^ a M o 10 Thu Mar 18 10:46:02 2010 Average Reourrenoe Interval (wears) 1 -x- 50 2 100 - 5 -/- 200 -� 10 --a- 500 + 25 -x- 1000 --a- 1 Maps - Page 2 of 3 http: / /dipper.nws. noaa .gov /cgi- binlhdscibuildout.perl ?type =pf &units =us &series =pd &state... 3/18/2010 10.00 RAINFALL RAINFALL NOAA ATLAS 14 INTENSITY - DURATION WORKSHEET PROJECT NAME CITY OF LA QUINTA 5 8.69 " PROJECT NUMBER 1920 0.97 15 4.59 STORM EVENT 10 3.89 1.30 25 DATE: March 22, 2010 30 3.07 1.54 DATA FROM NOAA ATLAS 14 1.64 40 MINUTES RAINFALL RAINFALL 45 2.43 - INTENSITY DEPTH 2:29 1.90 (in /hr) in 1.98 60 5 3.48 0.29 65 1.96 2.13 10 2.64 4 2.19 75 1.81 15 2.16 4 1.74 2.32 85 30 1.46 3 EO 90 1.63 I 60 0.90 0 2.49 100 1.53 120 0.58 6 1.49 10.00 RAINFALL RAINFALL INTENSITY DEPTH (in /hr) (in) 5 8.69 0.72 10 5.81 0.97 15 4.59 1.15 . 20 3.89 1.30 25 142 1.42 30 3.07 1.54 35 2.81 1.64 40 2.60 1.73 45 2.43 1.82 50 2:29 1.90 55 2.16 1.98 60 2.06 2.06 65 1.96 2.13 70 1.88 2.19 75 1.81 2.26 80 1.74 2.32 85 1.68 2.38 90 1.63 I 95 1.58 2.49 100 1.53 2.55 105 1.49 2.60 1 10 1.45 2.65 115 1.41 2.70 120 1.38 2.75 I 1.00 0 0.10 - -- -- - -- -- -- -- -- - - • INTENSITY VALUES FROM GRAPH CONSTANT FROM GRAPH 22.1 EXPONENT FROM GRAPH I -0.58 MINUTES RAINFALL RAINFALL INTENSITY DEPTH (in /hr) (in) 5 8.69 0.72 10 5.81 0.97 15 4.59 1.15 . 20 3.89 1.30 25 142 1.42 30 3.07 1.54 35 2.81 1.64 40 2.60 1.73 45 2.43 1.82 50 2:29 1.90 55 2.16 1.98 60 2.06 2.06 65 1.96 2.13 70 1.88 2.19 75 1.81 2.26 80 1.74 2.32 85 1.68 2.38 90 1.63 2.44 95 1.58 2.49 100 1.53 2.55 105 1.49 2.60 1 10 1.45 2.65 115 1.41 2.70 120 1.38 2.75 I NOAA ATLAS 14 INTENSITY - DURATION WORKSHEET PROJECT NAME CITY OF LA QUINTA PROJECT NUMBER 1920 INTENSITY STORM EVENT 100 (in/hr) DATE: March 22, 2010 8.55 i DATA FROM NOAA ATLAS 14 5.68 MINUTES RAINFALL RAINFALL 4.47 1.12 INTENSITY DEPTH 3.77 1.26 (in/hr) in 3.31 5 7.68 0.64 1.49 35 10 5.88 0.98 2.51 1.67 15 4.84 1.21 50 2.20 30 3.26 1.63 1.90 60 60 2.02 2.02 1.88 2.04 120 1.21 2.42 75 10.00 RAINFALL RAINFALL INTENSITY DEPTH (in/hr) (in) 5 8.55 i 10 5.68 0.95 15 4.47 1.12 20 3.77 1.26 25 3.31 1.38 30 2.97 1.49 35 2.71 1.58 40 2.51 1.67 45 2.34 1.75 50 2.20 1.83 55 2.08 1.90 60 1.97 1.97 65 1.88 2.04 70 1.80 2.10 75 1.73 2.16 80 1.67 2.22 85 1.61 2.28 90 1.55 2.33 95 1.50 2.38 100 1.46 2.43 105 1.42 2.48 1 10 1.38 2.53 115 1.34 2.58 120 1.31 2.62 .59 I. i.00 > 10 100 1000 INTENSITY VALUES FROM GRAPH CONSTANT FROM GRAPH 22.1 EXPONENT FROM GRAPH -0.59 MINUTES RAINFALL RAINFALL INTENSITY DEPTH (in/hr) (in) 5 8.55 0.71 10 5.68 0.95 15 4.47 1.12 20 3.77 1.26 25 3.31 1.38 30 2.97 1.49 35 2.71 1.58 40 2.51 1.67 45 2.34 1.75 50 2.20 1.83 55 2.08 1.90 60 1.97 1.97 65 1.88 2.04 70 1.80 2.10 75 1.73 2.16 80 1.67 2.22 85 1.61 2.28 90 1.55 2.33 95 1.50 2.38 100 1.46 2.43 105 1.42 2.48 1 10 1.38 2.53 115 1.34 2.58 120 1.31 2.62 Preliminary Hydrology Report City of La Quinta Appendix E RCFCD Synthetic Unit (Shortcut Method) Worksheets • • � 0 � 0 � 0 RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE: Aril 13, 2010 WORKSHEET PREPARED BY: DLS PROJECT NAME ICLO - DUNE PALMS / HWY 111 PROJECT NUMBER 1920 CONCENTRATION POINT DESIGNATION IBASIN 'Al' AREA DESIGNATION DA -A1 AMC NUMBER 0 Low Loss Conditions: X= Existing; D= Developed; BS= Retention AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 1 B ICOMMERCIAL 1 4.36 D 56 0.51 0.90 LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS'N' VALUE STORM FREQUENCY (YEAR) POINT RAIN 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR 550 It 275 ft 58.6 ft 55.0 ft 0.02 100 2.02 in 2.60 in 3.13 in 4.09 in c RCFC & WCD ( R@[L @ @,Y (AMU °� SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM 1 PROJECT: CLQ - DUNE PALMS / HWY 111 Job No.: 1920 BY: DLS DATE: 4/13/10 PHYSICAL DATA 1 CONCENTRATION POINT BASIN 'At' [21 AREA DESIGNATION DA -A1 131 AREA - ACRES 4.36 4 L -FEET 550 5 L -MILES 0.104 6 La -FEET 275.00 La -MILES 0.052 8 ELEVATION OF HEADWATER 58.6 9 ELEVATION OF CONCENTRATION POINT 55 10 H -FEET 3.6 11 S- FEET /MILE 34.6 12 S ^0.5 5.88 13 L'LCA/S "0.5 0.001 14 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.03 16 LAG TIME - MINUTES 2.0 1 100% OF LAG- MINUTES 2.0 [18] 200% OF LAG- MINUTES 4.0 FREQUENCY -YEARS 100 DURATION: Point Rain 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in STORM EVENT SUMMARY DURATION 1 -HOUR I 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 30,437 0.70 36,549 0.84 40,446 0.93 44,588 ' 1.02 PEAK FLOW (cfs) N /A' 1 10.82 8.82 2.08 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. Plate E -2.1 Page 2 of 9 RCFC & WCD Oi MMLIPW SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC II PROJECT: CLO - DUNE PALMS / HWY 111 Job No.: 1920 BY: DLS DATE: 4/13/10 AVERAGE ADJUSTED 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 AREA WEIGHTED AVERAGE MAX AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) LOW LOSS CONDITION LOW LOSS RATE PER RCFC /2322 (in/hr) MIN AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) B COMMERCIAL 56 0.51 90% 0.10 4.36 1.000 0.0969 DEVELOPED 0.1800 0.1800 SUMI 4.36 SUMI 0.0969 1 0.1800 VARIABLE LOSS RATE CURVE STORM ONLY) Fm= 0.04845 C= 0.00090 NOTE: Low loss rates established per RCFC /2322 (Dated: May - 30.95) Ft= C(24- (T/60)r1.55 = 0.00090 (24- (T /60))A1.55 + 0.05 in/hr Undeveloped Condition: Low Loss = 90 CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.0969 in/hr Developed Condition: Low Loss = 0.9 - (0.8' % impervious) LOW LOSS RATE = 0.1800 in /hr Basin Site: Low Loss = 10 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 =1 112 unit time for the second period, etc. Plate E -2.1 Page 3 of 9 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD 1.92 PROJECT: CLO - DUNE PALMS / HWY 111 M r°(�i @d @ ®,% 1 PEAK FLOW RATE (cfs) SHORTCUT METHOD Job No.: 1920 DATE M U °� 1 -HOUR STORM BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.36 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.02 CONSTANT LOSS RATE -in/hr 0.10 LOW LOSS RATE - PERCENT 18 Unit Time Time Pattern Storm Loss Rate Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr in/hr Flow Plate E -5.9 Max Low in/hr cfs 1 5 0.08 3.6 0.87 0.10 0.16 0.78 3.41 2 10 0.17 4.2 1.02 0.10 0.18 0.92 4.05 3 15 0.25 4.4 1.07 0.10 0.19 ' 0.97 4.26 4 1 20 0.33 4.6 1.12 0.10 0.20 1.02 4.48 5 25 0.42 5.0 1.21 0.10 0.22 1.12 4.90 6 30 0.50 5.6 1.36 0.10 0.24 1.26 5.54 7 35 0.58 6.4 1.55 0.10 0.28 1.45 6.39 8 40 0.67 8.1 1.96 0.10 0.35 1.87 8.21 9 45 0.75 13.1 3.18 0.10 0.57 3.08 13.53 10 50 0.83 34.5 8.36 0.10 1.51 8.27 36.34 11 55 0.92 6.7 1.62 0.10 0.29 1.53 6.71 12 60 1 1.00 3.8 0.92 1 0.10 0.17 0.82 3.62 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.92 FLOOD VOLUME (acft) 0.70 FLOOD VOLUME (cult) 30,437 PEAK FLOW RATE (cfs) 36.34 Plate E -2.2 1 Hour Storm Page 4 of 9 • • RICK & WCD "WBni° @d @ ®V M UL%9 SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM PROJECT: CLO - DUNE PALMS / HWY 111 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.36 UNIT TIME- MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME- PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.60 CONSTANT LOSS RATE - in/hr 0.10 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 ds 1 5 0.08 1.3 0.41 0.10 0.07 0.31 1.36 2 10 0.17 1.3 0.41 0.10 0.07 0.31 1.36 3 15 0.25 1.1 0.34 0.10 0.06 0.25 1.08 4 20 0.33 1.5 0.47 0.10 0.08 0.37 1.63 5 25 0.42 1.5 - 0.47 0.10 0.08 0.37 1.63 6 30 0.50 1.8 0.56 0.10 0.10 0.46 2.04. 7 35 0.58 1.5 0.47 0.10 0.08 0.37 1.63 8 40 0.67 1.8 0.56 0.10 0.10 0.46 2.04 9 45 0.75 1.8 0.56 0.10 0.10 0.46 2.04 10 50 0.83 1.5 0.47 0.10 0.08 0.37 1.63 11 55 0.92 1.6 0.50 0.10 0.09 0.40 1.77 12 60 1.00 1.8 0.56 0.10 0.10 0.46 2.04 13 65 1.08 2.2 0.69 0.10 0.12 0.59 2.59 14 70 1.17 2.2 0.69 0.10 0.12 0.59 2.59 15 75 1.25 2.2 0.69 0.10 0.12 0.59 2.59 16 80 1.33 2.0 0.62 0.10 0.11 0.53 2.32 17 85 1.42 2.6 0.81 0.10 0.15 0.71 3.14 18 90 1.50 2.7 0.84 0.10 0.15 0.75 3.28 19 95 1.58 2.4 0.75 0.10 0.13 0.65 2.87 20 100 1.67 2.7 0.84 0.10 0.15 0.75 3.28 21 105 1.75 3.3 1.03 .0.10 0.19 0.93 4.10 22 110 1.83 3.1 0.97 0.10 0.17 0.87 3.83 23 115 1.92 2.9 0.90 0.10 0.16 0.81 3.55 24 120 2.00 3.0 0.94 0.10 0.17 0.84 3.69 25 125 2.08 3.1 0.97 0.10 0.97 0.87 3.83 130 2.17 4.2 1.31 0.10 0.24 1.21 5.33 135 2.25 5.0 1.56 0.10 0.28 1.46 6.43 140 2.33 3.5 1.09 0.10 0.20 1.00 4.37 145 2.42 6.8 2.12 0.10 0.38 2.02 8.90 M34 150 2.50 7.3 2.28 0.10 0.41 2.18 9.59 155 2.58 8.2 2.56 0.10 0.46 2.46 10.82 160 2.67 5.9 1.84 0.10 0.33 1.74 7.67 165 2.75 2.0 0.62 0.10 0.11 0.53 2.32 170 2.83 1.8 .0.56 0.10 0.10 0.46 2.04 35 175 2.92 1.8 0.56 0.10 1 0.10 1 0.46 2.04 36 180 3.00 0.6 0.19 1 0.10 1 0.03 1 0.09 1 0.40 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.31 FLOOD VOLUME (actt) 0.84 FLOOD VOLUME (cuff) 36,549 PEAK FLOW RATE (cfs) 10.82 Plate E -2.2 3 -Hour Storm Page 5 of 9 RICK & WCD rmi mn @[L@@V G�IA MU&L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: XQ - DUNE PALMS/ HWY 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.36 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.097 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 1 5 0.08 0.5 0.188 0.10 0.03 0.09 0.40 2 10 0.17 0.6 0.225 0.10 0.04 0.13 0.56 3 15 0.25 0.6 0.225 0.10 0.04 1 0.13 0.56 4 20 0.33 0.6 0.225 0.10 0.04 0.13 0.56 5 25 0.42 0.6 0.225 0.10 0.04 0.13 0.56 6 30 0.50 0.7 0.263 0.10 0.05 0.17 0.73 7 35 0.58 0.7 0.263 0.10 0.05 0.17 0.73 8 40 0.67 0.7 0.263 0.10 0.05 0.17 0.73 9 45 0.75 0.7 0.263 0.10 0.05 0.17 0.73 10 50 0.83 0.7 0.263 0.10 0.05 0.17 0.73 11 55 0.92 0.7 0.263 0.10 0.05 0.17 0.73 12 60 1.00 0.8 0.300 0.10 0.05 0.20 0.90 13 65 1.08 0.8 0.300 0.10 0.05 0.20 0.90 14 70 1.17 0.8 0.300 0.10 0.05 0.20 0.90 15 75 1.25 0.8 0.300 0.10 0.05 0.20 0.90 16 80 1.33 0.8 0.300 0.10 0.05 0.20 0.90 17 85 1.42 0.8 0.300 0.10 0.05 0.20 0.90 18 90 1.50 0.8 0.300 0.10 0.05 0.20 0.90 19 95 1.58 0.8 0.300 0.10 0.05 0.20 0.90 20 100 1.67 0.8 0.300 0.10 0.05 0.20 0.90 21 105 1.75 0.8 0.300 0.10 0.05 0.20 0.90 22 110 1.83 0.8 0.300 0.10 0.05 0.20 0.90 23 115 1.92 0.8 0.300 0.10 0.05 0.20 0.90 24 120 2.00 0.9 0.338 0.10 0.06 0.24 1.06 25 125 2.08 0.8 0.300 0.10 0.05 0.20 0.90 26 130 2.17 0.9 0.338 0.10 0.06 0.24 1.06 27 135 2.25 0.9 0.338 0.10 0.06 0.24 1.06 28 140 2.33 0.9 0.338 0.10 0.06 0.24 1.06 29 145 2.42 0.9 0.338 0.10 0.06 0.24 1.06 30 150 2.50 0.9 0.338 0.10 0.06 0.24 1.06 31 155 2.58 0.9 0.338 0.10 0.06 0.24 1.06 32 160 2.67 0.9 0.338 0.10 0.06 0.24 1.06 33 165 2.75 1.0 0.376 0.10 0.07 0.28 1.23 34 170 2.83 1.0 0.376 0.10 0.07 0.28 1.23 35 175 2.92 1.0 0.376 0.10 0.07 0.28 1.23 36 180 3.00 1.0 0.376 0.10 0.07 0.28 1.23 37 185 3.08 1.0 0.376 0.10 0.07 0.28 1.23 38 190 3.17 1.1 0.413 0.10 0.07 0.32 1.39 39 195 3.25 1.1 0.413 1 0.10 0.07 0.32 1.39 40 200 3.33 1.1 0.413 0.10 0.07 0.32 1.39 41 205 3.42 1.2 0.451 0.10 0.08 0.35 1.56 42 210 3.50 1.3 0.488 0.10 0.09 0.39 1.72 43 215 3.58 1.4 0.526 0.10 0.09 0.43 1.89 44 220 3.67 1.4 0.526 0.10 0.09 0.43 1.89 45 1 225 3.75 1.5 0.563 0.10 0.10 0.47 2.05 46 230 3.83 1.5 0.563 0.10 0.10 0.47 2.05 47 235 3.92 1.6 0.601 0.10 0.11 0.50 2.22 48 240 1 4.00 1.6 0.601 0.10 0.11 0.50 2.22 49 245 1 4.08 1.7 0.639 0.10 0.11 0.54 2.38 50 250 1 4.17 1.8 0.676 0.10 0.12 0.58 2.55 Plate E -2.2 6 -Hour Storm Page 6 of 9 • RCFC & WCD 'w' Mp @d @ @W AM ULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD ' 6 -HOUR STORM PROJECT: XQ - DUNE PALMS / HWY 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.36 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.097 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 51 255 4.25 1.9 0.714 0.10 0.13 0.62 2.71 52 260 4.33 2.0 0.751 0.10 0.14 0.65 2.88 53 265 4.42 2.1 0.789 0.10 0.14 0.69 3.04 54 270 4.50 2.1 0.789 0.10 0.14 0.69 3.04 55 275 4:58 2.2 0.826 0.10 0.15 0.73 3.21 56 280 4.67 2.3 0.864 0.10 0.16 0.77 3.37 57- 285 4.75 2.4 0.901 0.10. 0.16 0.80 3.54 58 290 4.83 2.4 0.901 0.10 0.16 0.80 3.54 59 295 4.92 2.5 0.939 0.10 0.17 0.84 3.70 60 300 5.00 2.6 0.977 0.10 0.18 0.88 3.87 61 305 5.08 3.1 1.164 0.10 0.21 1.07 4.69 62 310 5.17 3.6 1.352 0.10 0.24 1.26 5.52 63 315. 5.25 3.9 1.465 0.10 0.26 1.37 6.01 64 320 5.33 4.2 1.578 0.10 0.28 1.48 6.51 65 325 5.42 4.7 1.765 0.10 0.32 1.67 7.33 66 330 5.50 5.6 2.103 0.10 0.38 2.01 8.82 67 335 5.58 1.9 0.714 0.10 0.13 0.62 2.71 68 340 5.67 0.9 0.338 0.10 0.06 0.24 1.06 69 345 5.75 0.6 0.225 0.10 0.04 0.13 0.56 70 350 5.83 0.5 0.188 0.10 0.03 0.09 0.40 71 355 5.92 0.3 0.113 1 0.10 0.02 0.02 0.07 72 360 6.00 0.2 0.075 1 0.10 0.01 0.06 0.27 Plate E -2.2 6 -Hour Storm Page 7 of 9 RCFC & WCD =R@L O@V MMU "� SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM PROJECT: DLO -DUNE PALMS / HWY 11 Job No.: 1920 DATE: BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.360 UNIT TIME - MINUTES .15 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 741.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.09 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.0969 MINIMUM LOSS RATE (for var. loss) - in /hr 0.048 LOW LOSS RATE - DECIMAL 0.18 C 0.00090 Unit Time Period Time 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 1 15 0.25 0.2 0.033 0.171 0.006 0.027 0.12 2 30 0.50 0.3 0.049 0.169 0.009 0.040 0.18 3 45 0.75 0.3 0.049 0.167 0.009 0.040 0.18 4 1 60 1.00 0.4 0.065 1 0.165 0.012 0.054 0.24 5 75 1.25 0.3 0.049 0.163 0.009 0.040 0.18 6 90 1.50 0.3 0.049 0.161 0.009 0.040 0.18 7. 105 1.75 0.3 0.049 0.159 0.009 0.040 0.18 8 120 2.00 0.4 0.065 0.157 0.012 0.054 0.24 9 135 2.25 0.4 0.065 0.156 0.012 0.054 0.24 10 150 2.50 0.4 0.065 0.154 0.012 0.054 0.24 11 165 2.75 0.5 0.082 0.152 0.015 0.067 0.29 12 1 180 3.00 0.5 0.082 1 0.150 0.015 0.067 0.29 13 195 3.25 0.5 0.082 0.148 0.015 0.067 0.29 14 210 3.50 0.5 0.082 0.146 0.015 0.067 0.29 15 225 3.75 0.5 0.082 0.144 0.015 0.067 0.29 16 240 4.00 0.6 0.098 0.143 0.018 0.080 0.35 17 255 4.25 0.6 0.098 0.141 0.018 0.080 0.35 18 270 4.50 0.7 0.115 0.139 0.021 0.094 0.41 19 285 4.75 0.7 0.115 0.137 0.021 0.094 0.41 20 1 300 5.00 0.8 '0. 131 0.135 0.024 0.107 0.47 21 315 5.25 0.6 0.098 0.134 0.018 0.080 0.35 22 330 5.50 0.7 0.115 0.132 0.021 0.094 0.41 23 345 5.75 0.8 0.131 0.130 0.024 0.001 0.00 24 360 6.00 0.8 0.131 0.128 0.024 0.002 0.01 25 375 6.25 0.9 0.147 0.127 0.027 0.020 0.09 26 390 6.50 0.9 0.147 0.125 0.027 0.022 0.10 27 405 6.75 1.0 0.164 0.123 0.029 0.040 0.18 28 1 420 7.00 1.0 1 0.164 0.122 0.029 0.042 0.18 29 435 7.25 1.0 0.164 0.120 0.029 0.044 0.19 30 450 7.50 1.1 0.180 0.118 0.032 0.062 0.27 31 465 7.75 1.2 0.196 0.117 0.035 0.079 0.35 32 480 8.00 1.3 0.213 0.115 0.038 0.097 0.43 33 495 8.25 1.5 0.245 0.114 0.044 0.132 0.58 34 510 8.50 1.5 0.245 0.112 0.044 0.133 0.59 35 525 8.75 1.6 0.262 1 0.110 0.047 0.151 0.67 36 540 9.00 1.7 0.278 0.109 0.050 0.169 0.74 37 555 9.25 1.9 0.311 0.107 0.056 0.203 0.89 38 570 9.50 2.0 0.327 0.106 0.059 0.221 0.97 39 585 9.75 2.1 0.344 0.104 0.062 0.239 1.05 40 600 10.00 2.2 0.360 0.103 0.065 0.257 1 1.13 41 615 10.25 1.5 0.245 0.101 0.044 0.144 0.63 42 630 10.50 1.5 0.245 0.100 0.044 0.146 0.64 43 645 10.75 2.0 0.327 0.098 0.059 0.229 1.01 44 660 11.00 2.0 0.327 0.097 0.059 0.230 1.01 45 675 11.25 1.9 0.311 0.096 0.056 0.215 0.95 46 690 11.50 1.9 0.311 0.094 0.056 0.217 0.95 47 705 11.75 1.7 0.278 0.093 0.050 0.185 0.81 48 720 12.00 1.8 0.294 0.091 0.053 0.203 0.89 49 ' 735 12.25 2.5 0.409 0.090 0.074 0.319 1.40 50 750 12.50 2.6 0.425 1 0.089 0.077 0.337 1.48 51 765 12.75 2.8 0.458 0.087 0.082 0.371 1.63 52 780 13.00 2.9 0.474 0.086 0.085 0.388 1.71 53 795 13.25 3.4 0.556 0.085 0.100 0.472 2.07 54 810 13.50 3.4 0.556 0.083 0.100 1 0.473 2.08 55 825 13.75 2.3 0.376 0.082 0.068 0.294 1.29 56 840 14.00 2.3 0.376 0.081 0.068 0.295 1.30 57 855 14.25 2.7 0.442 0.080 0.080 0.362 1.59 58 870 14.50 2.6 0.425 0.078 0.077 0.347 1.53 59 885 14.75 2.6 0.425 0.077 0.077 0.348 1.53 60 900 15.00 2.5 0.409 0.076 0.074 0.333 1.46 61 915 15.25 2.4 0.393 0.075 1 0.071 0.318 1.40 Plate E -2.2 24 Hour Storm Page 8 of 9 J RCFC & WCD rD p @& @ @w G/lA °MU "rte SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM PROJECT: :;LQ - DUNE PALMS / HWY 11 Job No.: 1920 DATE: BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA - ACRES 4.360 UNIT TIME- MINUTES 15 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 741.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.09 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.0969 MINIMUM LOSS RATE (for var. loss) - in /hr 0.048 LOW LOSS RATE - DECIMAL 0.18 C 0.00090 Unit Time Period Time 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 62 930 15.50 2.3 0.376 0.074 0.068 0.303 1.33 63 945 15.75 1.9 0.311 0.073 0.056 0.238 1.05 64 960 16.00 1.9 0.311 0.072 0.056 0.239 1.05 65 975 16.25 0.4 0.065 0.070 0.012 0.054 0.24 66 990 16.50 0.4 0.065 0.069 0.012 0.054 0.24 67 1005 16.75 0.3 0.049 0.068 0.009 0.040 0.18 68 1020 17.00 0.3 0.049 0.067 0.009 0.040 0.18 69 1035 17.25 0.5 0.082 0.066 0.015 0.016 0.07 70 1050 17.50 0.5 0.082 0.065 0.015 0.017 0.07 71 1065 17.75 0.5 0.082 0.064 0.015 0.018 0.08 72 1080 18.00 1 0.4 0.065 0.063 0.012 0.002 0.01 73 1095 18.25 0.4 0.065 0.062 0.012 0.003 0.01 74 1110 18.50 0.4 0.065 0.061 0.012 0.004 0.02 75 1125 18.75 0.3 0.049 0.061 0.009 0.040 0.18 76 1140 19.00 0.2 0.033 0.060 0.006 0.027 0.12 77 1155 19.25 0.3 0.049 0.059 0.009 0.040 0.18 78 1170 19.50 0.4 0.065 0.058 0.012 0.007 0.03 79 1185 19.75 0.3 0.049 0.057 0.009 0.040 0.18 80 1200 20.00 1 0.2 0.033 0.057 0.006 0.027 0.12 81 1215 20.25 0.3 0.049 0.056 0.009 0.040 0.18 82 1230 20.50 0.3 0.049 0.055 0.009 0.040 0.18 83 1245 20.75 0.3 0.049 0.054 0.009 0.040 0.18 84 1260 21.00 0.2 0.033 0.054 0.006 0.027 0.12 85 1275 21.25 0.3 0.049 0.053 0.009 0.040 0.18 86 1290 21.50 0.2 0.033 0.052 0.006 0.027 0.12 87 1305 21.75 0.3 0.049 1 0.052 0.009 0.040 0.18 88 1320 22.00 0.2 0.033 0.051 0.006 0.027 0.12 89 1 1335 22.25 0.3 0.049 0.051 0.009 0.040 1 0.18 90 1350 22.50 0.2 0.033 0.050, 0.006 0.027 0.12 91 1365 22.75 0.2 0.033 0.050 0.006 0.027 0.12 92 1380 23.00 0.2 0.033 0.050 0.006 0.027 0.12 93 1395 23.25 0.2 0.033 0.049 0.006 0.027 0.12 94 1410 23.50 0.2 0.033 0.049 0.006 0.027 0.12 95 1425 23.75 0.2 0.033 0.049 0.006 0.027 0.12 96 1440 24.00 0.2 0.033 0.048 0.006 0.027 0.12 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.82 FLOOD VOLUME (acft) 1.02 FLOOD VOLUME (cult) 44,588 PEAK FLOW (cfs) 2.08 Plate E -2.2 24 Hour Storm Page 9 of 9 • .0 • RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE: 550 ft lApril 13, 2010 WORKSHEET PREPARED BY: ELEVATION OF HEADWATER IDLS PROJECT NAME 55.0 ft AVERAGE MANN INGS'N' VALUE CLQ - DUNE PALMS/ HWY 111 PROJECT NUMBER 100 1920 CONCENTRATION POINT DESIGNATION 1 -HOUR 2.02 in BASIN 'A2' AREA DESIGNATION 6 -HOUR DA -A2 AMC NUMBER 0 Low Loss Conditions: X= Existing; D= Developed; BS= Retention AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI DESIG GROUP CONDITION NUMBER 1 B COMMERCIAL 4.00 D 56 LENGTH OF WATERCOURSE (L) 550 ft LENGTH TO POINT OPPOSITE CENTROID (Lca) 275 ft ELEVATION OF HEADWATER 58.6 ft ELEVATION OF CONCENTRATION POINT 55.0 ft AVERAGE MANN INGS'N' VALUE 0.02 STORM FREQUENCY (YEAR) 100 POINT RAIN 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in AMC II INFILTRATION IMPERVIOUS RATE PERCENT 0.51 0.90 RCFC $ WCD N7Do R [L @V I 1wuL°id SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT: CLQ - DUNE PALMS / HWY 111 Job No.: 1920 BY: DLS DATE: 4/13/10 PHYSICAL DATA 1 CONCENTRATION POINT BASIN'A2' [21 AREA DESIGNATION DA -A2 3 AREA - ACRES 4.00 4 L -FEET 550 5 L -MILES 0.104 6 La -FEET 275.00 La -MILES 0.052 8 ELEVATION OF HEADWATER 58.6 9 ELEVATION OF CONCENTRATION POINT 55 10 H -FEET 3.6 11 S- FEET /MILE 34.6 12 SA0.5 5.88 13 L- LCA/SA0.5 0.001 [141 AVERAGE MANNINGS'N' 0.02 [151 LAG TIME -HOURS 0.03 16 LAG TIME - MINUTES 2.0 17 100% OF LAG- MINUTES 2.0 [181200% OF LAG- MINUTES 4.0 RAINFALL DATA [1] AMC II [2] FREQUENCY -YEARS 100 [3] DURATION: Point Rain 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in STORM EVENT SUMMARY DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 27,924 0.64 33,531 0.77 37,107 0.85 40,906 0.94 PEAK FLOW (cfs) N /A` 9.93 8.09 1.91 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. Plate E -2.1 Page 2 of 9 RCFC & WCD 0M r�°. @L @ @V jf��Qd SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC 11 PROJECT: CLO - DUNE PAI MS / HWY 111 Job No.: 1920 BY: DLS DATE: 4/13/10 AVERAGE ADJUSTED 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 AREA WEIGHTED AVERAGE MAX AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) LOW LOSS CONDITION LOW LOSS RATE PER RCFC /2322 ( in/hr) MIN AVERAGE ADJUSTED INFILTRATION RATE ( in/hr) B 1COMMERCIAL 56 0.51 90% 0.10 4.00 1.000 0.0969 DEVELOPED 0.1800 0.1800 SUM 4.00 SUM 0.0969 0.1800 VARIABLE LOSS RATE HOUR STORM ONLY) Fm= 0.04845 C= 0.00090 NOTE:. Low loss rates established per RCFC /2322 (Dated: May- 30 -95) Ft= C(24 -(T /60))`1.55 = 0.00090 (24- (T /60))A1.55 + 0.05 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS. RATE (3 & 6 HOUR STORMS) = 0.0969 in /hr Developed Condition: Low Loss = 0.9.(0.8 % impervious) LOW LOSS RATE = 0.1800 in /hr Basin Site: Low Loss = 10 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 9 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: CLQ - DUNE PALMS / HWY 111 D0M Od @ ®w SHORTCUT METHOD Job No.: 1920 DATE Ate° t�. U d 1 -HOUR STORM BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.02 CONSTANT LOSS RATE - in/hr 0.10 LOW LOSS RATE - PERCENT 18% Unit Time Time Pattern Storm Loss Rate Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in/hr in/hr Flow Plate E -5.9 Max Low in /hr cfs 1 5 0.08 3.6 0.87 0.10 0.16 0.78 3.13 2 10 0.17 4.2 1.02 0.10 0.18 0.92 3.72 3 15 0.25 4.4 1.07 0.10 0.19 0.97 3.91 4 20 0.33 4.6 1.12 0.10 0.20 1.02 4.11 5 25 0.42 5.0 1.21 0.10 0.22 1.12 4.50 6 30 0.50 5.6 1.36 0.10 0.24 1.26 5.08 7 35 0.58 6.4 1.55 0.10 0.28 1.45 5.87 8 40 0.67 8.1 1.96 0.10 0.35 1.87 7.53 9 45 0.75 13.1 3.18 0.10 0.57 3.08 12.42 10 50 0.83 34.5 8.36 0.10 1.51 8.27 33.34 11 55 0.92 6.7 1.62 0.10 0.29 1.53 6.16 12 60 1.00 3.8 0.92 0.10 1 0.17 0.82 3.32 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.92 FLOOD VOLUME (acft) 0.64 FLOOD VOLUME (cult) 27,924 PEAK FLOW RATE (cfs) 33.34 Plate E -2.2 1 Hour Storm Page 4 of 9 • • RCFC & WCD NMR@L @ ®V R tM. ULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM PROJECT: CLQ - DUNE PALMS / HWY 111 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.00 UNIT TIME- MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME- PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 2.60 CONSTANT LOSS RATE -in /hr 0.10 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 1 5 0.08 1.3 0.41 0.10 0.07 0.31 1.25 2 10 0.17 1.3 0.41 0.10 0.07 0.31 1.25 3 15 0.25 1.1 0.34 0.10 0.06 0.25 0.99 4 20 0.33 1.5 0.47 0.10 0.08 0.37 1.50 5 25 0.42 1.5 0.47 0.10 0.08 0.37 1.50 6 30 0.50 . 1.8 0.56 0.10 0.10 0.46 1.87 7 35 0.58 1.5 0.47 0.10 0.08 0.37 1.50 8 40 0.67 1.8 0.56 0.10 0.10 0.46 1.87 9 45 0.75 1.8 0.56 0.10 0.10 0.46 1.87 10 50 0.83 1.5 0.47 0.10 0.08 0.37 1.50 11 55 0.92 1.6 0.50 0.10 0.09 0.40 1.62 12 60 1.00 1.8 0.56 0.10 0.10 0.46 1.87 13 65 1.08 2.2 0.69 0.10 0.12 0.59 2.38 14 70 1.17 2.2 0.69 0.10 0.12 0.59 2.38 15 75 1.25 2.2 0.69 0.10 0.12 0.59 2.38 16 80 1.33 2.0 0.62 0.10 0.11 0.53 2.13 17 85 1.42 2.6 0.81 0.10 0.15 0.71 2.88 18 90 1.50 2.7 0.84 0.10 0.15 0.75 3.01 19 95 1.58 2.4 0.75 0.10 0.13 0.65 2.63 20 100 1.67 2.7 0.84 0.10 0.15 0.75 3.01 21 105 1.75 3.3 1.03 0.10 0.19 0.93 3.76 22 110 1.83 3.1 0.97 0.10 0.17 0.87 3.51 23 115 1.92 2.9 0.90 0.10 0.16 0.81 3.26 24 120 2.00 3.0 0.94 0.10 0.17 0.84 3.38 25 125 2.08 3.1 0.97 0.10 0.17 0.87 3.51 26 130 2.17 4.2 1.31 0.10 0.24 1.21 4.89 27 135 2.25 5.0 1.56 0.10 0.28 1.46 5.90 28 140 2.33 3.5 1.09 0.10 0.20 1.00 4.01 29 145 2.42 6.8 2.12 0.10 0.38 2.02 8.17 30 150 2.50 7.3 2.28 0.10 0.41 2.18 8.80 31 155 2.58 8.2 2.56 0.10 0.46 2.46 9.93 32 160 2.67 5.9 1.84 0.10 0.33 1.74 7.03 33 165 2.75 2.0 0.62 0.10 1 0.11 0.53 2.13 34 170 2.83 1.8 0.56 0.10 0.10 0.46 1.87 35 175 2.92 1.8 0.56 0.10 0.10 0.46 1.87 36 180 3.00 0.6 0.19 .0.10 0.03' 0.09 0.36 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.31 FLOOD VOLUME (acft) 0.77 FLOOD VOLUME (cult) 33,531 PEAK FLOW RATE (cfs) 9.93 Plate E -2.2 3 -Hour Storm Page 5 of 9 RCFC & WCD rHIMM OW PA ULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: 'LQ - DUNE PALMS/ HWY' 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM. DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.097 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 1 5 0.08 0.5 0.188 0.10 0.03 0.09 0.37 2 10 0.17 0.6 0.225 0.10 0.04 0.13 0.52 3 15 0.25 0.6 0.225 0.10 0.04 0.13 0.52 4 20 0.33 0.6 0.225 0.10 0.04 0.13 0.52 5 25 0.42 0.6 0.225 0.10 0.04 0.13 0.52 6 30 0.50 0.7 0.263 0.10 0.05 0.17 0.67 7 35 0.58 0.7 0.263 0.10 0.05 0.17 0.67 8 40 0.67 0.7 0.263 0.10 0.05 0.17 0.67 9 45 0.75 0.7 0.263 0.10 0.05 0.17 0.67 10 50 0.83 0.7 0.263 0.10 0.05 0.17 0.67 11 55 0.92 0.7 0.263 0.10 0.05 0.17 0.67 12 60 1.00 0.8 0.300 0.10 0.05 0.20 0.82 13 65 1.08 0.8 0.300 0.10 0.05 0.20 0.82 14 70 1.17 0.8 0.300 0.10 0.05 0.20 0.82 15 75 1.25 0.8 0.300 0.10 0.05 0.20 0.82 16 80 1.33 0.8 0.300 0.10 0.05 0.20 0.82 17 85 1.42 0.8 0.300 0.10 0.05 0.20 0.82 18 90 1.50 0.8 0.300 0.10 0.05 0.20 0.82 19 95 1.58 0.8 0.300 0.10 0.05 0.20 0.82 20 100 1.67 0.8 0.300 0.10 0.05 0.20 0.82 21 105 1.75 0.8 0.300 0.10 0.05 0.20 0.82 22 110 1.83 0.8 0.300 0.10 0.05 0.20 0.82 23 115 1.92 0.8 0.300 0.10 0.05 0.20 0.82 24 120 2.00 0.9 0.338 0.10 0.06 0.24 0.97 25 125 2.08 0.8 0.300 0.10 0.05 0.20 0.82 26 130 2.17 0.9 0.338 0.10 0.06 0.24 0.97 27 135 2.25 0.9 0.338 0.10 0.06 0.24 0.97 28 140 2.33 0.9 0.338 0.10 0.06 0.24 0.97 29 145 2.42 0.9 0.338 0.10 0.06 0.24 0.97 30 150 2.50 0.9 0.338 0.10 0.06 0.24 0.97 31 155 2.58 0.9 0.338 0.10 0.06 0.24 0.97 32 160 2.67 0.9 0.338 0.10 0.06 0.24 0.97 33 165 2.75 1.0 0.376 0.1.0 0.07 0.28 1.12 34 170 2.83 1.0 0.376 0.10 0.07 0.28 1.12 35 175 2.92 1.0 0.376 0.10 0.07 0.28 1.12 36 180 3.00 1.0 0.376 0.10 0.07 0.28 1.12 37 185 3.08 1.0 0.376 0.10 0.07 0.28 1.12 38 190 3.17 1.1 0.413 0.10 0.07 0.32 1.28 39 195 3.25 1.1 0.413 0.10 0.07 0.32 1.28 40 200 3.33 1.1 0.413 0.10 0.07 0.32 1.28 41 205 3.42 1.2 0.451 0.10 0.08 0.35 1.43 42 210 3.50 1.3 0.488 0.10 0.09 0.39 1.58 43 215 3.58 1.4 0.526 0.10 0.09 0.43 1.73 44 220 3.67 1.4 0.526 0.10 0.09 0.43 1.73 45 225 3.75 1.5 0.563 0.10 0.10 0.47 1.8.8 46 1 230 3.83 1.5 0.563 0.10 0.10 0.47 1.88 47 235 3.92 1.6 0.601 0.10 0.11 0.50 2.03 48 240 1 4.00 1.6 0.601 0.10 0.11 0.50 2.03 49 245 4.08 1.7 0.639 0.10 0.11 0.54 2.18 50 250 4.17 1.8 1 0.676 0.10 0.12 0.58 2.34 Plate E -2.2 6 -Hour Storm Page 6 of 9 • • C7 RCFC & WCD rNiM @L@ @v �l(LMULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: '�LQ - DUNE PALMS/ HWY 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 2.02 UNIT TIME- PERCENT OF LAG 247.1 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.097 LOW LOSS RATE - PERCENT 18% Unit Time Period Time 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 51 255 4.25 1.9 0.714 0.10 0.13 0.62 2.49 52 260 4.33 2.0 0.751 0.10 0.14 0.65 2.64 53 265 4.42 2.1 0.789 0.10 0.14 1 0.69 2.79 54 270 4.50 2.1 0.789. 0.10 0.14 0.69 2.79 55 275 4.58 2.2 0.826 0.10 0.15 0.73 2.94 56 280 4.67 2.3 0.864 0.10 0.16 0.77 3.09 57 285 4.75 2.4 0.901 0.10 0.16 0.80 3.24 58 290 4.83 2.4 0.901 0.10' 0.16 0.80 3.24 59 295 4.92 2.5 0.939 0.10 0.17 0.84 3.40 60 300 5.00 2.6 0.977 0.10 0.18 0.88 3.55 61 305 5.08 3.1 1.164 0.10 0.21 1.07 4.31 62 310 5.17 3.6 1.352 0.10 0.24 1.26 5.06 63 315 5.25 3.9 1.465 0.10 0.26 1.37 5.52 64 320 5.33 4.2 1.578 0.10 0.28 1.48 5.97 65 325 5.42 4.7 1.765 0.10 0.32 1.67 6.73 66 330 5.50 5.6 2.103 0.10 0.38 2.01 8.09 67 335 5.58 1.9 0.714 0.10 0.13 0.62 2.49 68 340 5.67 0.9 0.338 0.10 0.06 0.24 0.97 69 345 5.75 0.6 0.225 0.10 0.04 0.13 0.52 70 350 5.83 0.5 0.188 0.10 0.03 0.09 0.37 '71 355 5.92 0.3 0.113 0.10 0.02 0.02 0.06 72 360 6.00 0.2 0.075 0.10 0.01 0.06 0.25 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.56 FLOOD VOLUME (acft) 0.85 FLOOD VOLUME (cuft) 37,107 PEAK FLOW RATE (cfs) 8.09 Plate E -2.2 6 -Hour Storm Page 7 of 9 RCFC & WCD rDi @p @d0 @V . AMA mu L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM PROJECT: 3LQ -DUNE PALMS / HWY 11 Job No.: 1920 DATE: BY: DLS 4113/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.000 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 2.02 UNIT TIME - PERCENT OF LAG 741.2 TOTAL ADJUSTED STORM RAIN- INCHES 4.09 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.0969 MINIMUM LOSS RATE (for var. loss) - in /hr 0.048 LOW LOSS RATE - DECIMAL 0.18 C 0.00090 Unit.Time Period Time 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 1 15 0.25 0.2 0.033 0.171 0.006 0.027 0.11 2 30 0.50 0.3 0.049 0.169 0.009 0.040 0.16 3 45 0.75 0.3 0.049 0.167 0.009 0.040 0.16 4 1 60 1.00 0.4 0.065 1 0.165 0.012 0.054 0.22 5 75 1.25 0.3 0.049 0.163 0.009 0.040 0.16 6 90 1.50 0.3 0.049, 0.161 0.009 0.040 0.16 7 105 1.75 0.3 0.049 0.159 1 0.009 0.040 0.16 8 120 2.00 0.4 0.065 0.157 0.012 0.054 0.22 9 135 2.25 0.4 0.065 0.156 0.012 0.054 0.22 10 150 2.50 0.4 0.065 0.154 0.012 0.054 0.22 11 165 2.75 0.5 0.082 0.152 0.015. 0.067 0.27 12 1 180 3.00 0.5 0.082 0.150 0.015 0.067 0.27 13 195 3.25 0.5 0.082 0.148 0.015 0.067 0.27 14 210 3.50 0.5 0.082 0.146 0.015 0.067 0.27 15 225 3.75 0.5 0.082 0.144 0.015 0.067 0.27 16 240 4.00 0.6 0.098 0.143 0.018 0.080 0.32 17 255 4.25 0.6 0.098 0.141 0.018 0.080 0.32 18 270 4.50 0.7 0.115 0.139 0.021 0.094 0.38 19 285 4.75 0.7 0.115 0.137 0.021 0.094 0.38 20 1 300 5.00 0.8 0.131 0.135 0.024 0.107 0.43 21 315 5.25 0.6 0.098 0.134 0.018 0.080 0.32 22 330 5.50 0.7 0.115 0.132 0.021 0.094 0.38 23 345 5.75 0.8 0.131 0.130 0.024 0.001 0.00 24 360 6.00 0.8 0.131 0.128 0.024 0.002 0.01 25 375 6.25 0.9 0.147 0.127 0.027 0.020 0.08 26 390 6.50 0.9 0.147 0.125 0.027 0.022 0.09 27 405 6.75 1.0 0.164 0.123 0.029 0.040 0.16 28 420 7.00 1.0 0.164 0.122 0.029 0.042 0.17 29 1 435 7.25 1.0 1 0.164 0.120 0.029 0.044 0.18 30 450 7.50 1.1 0.180 0.118 0.032 0.062 0.25 31 465 7.75 1.2 0.196 0.117 0.035 0.079 0.32 32 480 8.00 1.3 •0.213 0.115 0.038 0.097 0.39 33 495 8.25 1.5 0.245 0.114 0.044 0.132 0.53 34 510 8.50 1.5 0.245 0.112 0.044 0.133 0.54 35 525 8.75 1.6 0.262 0.110 0.047 0.151 0.61 36 540 9.00 1.7 0.278 0.109 0.050 0.169 0.68 37 1 555 9.25 1.9 0.311 0.107 0.056 0.203 0.82 38 570 9.50 2.0 0.327 0.106 0.059 0.221 0.89 39 585 9.75 2.1 0.344 0.104 0.062 0.239 0.96 40 600 10.00 2.2 0.360 0.103 0.065 0.257 1.04 41 615 10.25 1.5 - 0.245 0.101 0.044 0.144 0.58 42 630 10.50 1.5 0.245 0.100 0.044 0.146 0.59 43 645 10.75 2.0 0.327 0.098 0.059 0.229 0.92 44 660 11.00 2.0 0.327 0.097 0.059 0.230 0.93 45 1 675 11.25 1.9 0.311 0.096 0.056 0.215 0.87 46 690 11.50 1.9 0.311 0.094 0.056 0.217 0.87 47 705 11.75 1.7 0.278 0.093 0.050 0.185 0.75 48 720 12.00 1.8 0.294 0.091 0.053 0.203 0.82 49 735 12.25 2.5 0.409 0.090 0.074 0.319 1.29 50 750 12.50 2.6 0.425 0.089 0.077 0.337 1.36 51 765 12.75 2.8 0.458 0.087 0.082 0.371 1.50 52 780 13.00 2.9 0.474 0.086 0.085 0.388 1.57 53 795 13.25 3.4 0.556 0.085 0.100 0.472 1.90 54 810 13.50 3.4 0.556 0.083 0.100 0.473 1.91 55 825 13.75 2.3 0.376 0.082 0.068 0.294 1.19 56 840 14.00 2.3 0.376 0.081 0.068 0.295 1.19 57 855 14.25 2.7 0.442 0.080 0.080 0.362 1.46 58 870 14.50 2.6 0.425 0.078 0.077 0.347 1.40 59 885 14.75 2.6 0.425 0.077 0.077 0.348 1.40 60 900 15.00 2.5 0.409 0.076 0.074 0.333 1.34 61 915 15.25 2.4 0.393 0.075 0.071 0.318 1.28 Plate E -2.2 24 Hour Storm Page 8 of 9 Ah ^RCFC 8r WCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Z:LQ -DUNE PALMS I HWY 11 Plate E -2.2 24 Hour Storm Page 9 of 9 • • RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE: 500 ft jApril 13, 2010 WORKSHEET PREPARED BY: ELEVATION OF HEADWATER IDLS PROJECT NAME 55.0 It AVERAGE MANN INGS'N' VALUE JCLQ - DUNE PALMS / HWY 111 PROJECT NUMBER 100 1 1920 CONCENTRATION POINT DESIGNATION 1 -HOUR 2.02 in IBASIN 'B1' AREA DESIGNATION 6 -HOUR DA -B1 AMC NUMBER 0 Low Loss Conditions: X= Existing; D= Developed; BS= Retention AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI DESIG GROUP CONDITION NUMBER 7 B IMF-APARTMENTS 10.87 D 56 LENGTH OF WATERCOURSE (L) 500 ft LENGTH TO POINT OPPOSITE CENTROID (Lca) 250 It ELEVATION OF HEADWATER 58.6 ft ELEVATION OF CONCENTRATION POINT 55.0 It AVERAGE MANN INGS'N' VALUE 0.02 STORM FREQUENCY (YEAR) 100 POINT RAIN 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in AMC II INFILTRATION IMPERVIOUS RATE PERCENT 0.51 0.80 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT: CLQ - DUNE PALMS / HWY 111 Job No.: 1920 BY: DLS (DATE: 4/13/10 PHYSICAL DATA 1 CONCENTRATION POINT BASIN'B1' [21 AREA DESIGNATION DA -61 3 AREA - ACRES 10.87 4 L -FEET 500 5 'L -MILES 0.095 [61 La -FEET 250.00 La -MILES 0.047 [81 ELEVATION OF HEADWATER 58.6 [91 ELEVATION OF CONCENTRATION POINT 55 10 H -FEET 3.6 11 S- FEET /MILE 38.0 12 SAO .5 6.17 13 L- LCA/SA0.5 0.001 [141 AVERAGE MANNINGS'N' 0.02 15 LAG TIME -HOURS 0.03 [161 LAG TIME - MINUTES 1.8 1 100% OF LAG- MINUTES 1.8 [181200% OF LAG- MINUTES 3.7 RAINFALL DATA [1] AMC 11 [2] FREQUENCY -YEARS 100 [3] DURATION: Point Rain 1 -HOUR 2.02 in 3-HOUR' 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in STORM EVENT SUMMARY DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.88 2.17 2.29 2.60 FLOOD VOLUME (cu -ft) (acre =ft) 74,071 1.70 85,688 1.97 90,475 2.08 102,675 2.36 PEAK FLOW (cfs) N /A' 1 26.48 21.49 4.75 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. Plate E -2.1 Page 2 of 9 RCFC & WCD DFbq@R@1L@@'Y SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC II PROJECT: CLO - DUNE PALMS / HWY 111 Job No.: 1920 BY: DLS DATE: 4/13/10 AVERAGE ADJUSTED 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 AREA WEIGHTED AVERAGE MAX AVERAGE ADJUSTED INFILTRATION RATE (in/hr) LOW LOSS CONDITION LOW LOSS RATE PER RCFC /2322 (in/hr) MIN AVERAGE ADJUSTED INFILTRATION RATE (in /hr) B MF - APARTMENTS 56 0.51 80% 0.14 10.87 1.000 0.1428 DEVELOPED 0.2600 0.2600 SUMI 10.87 SUM 0.1428 0.2600 VARIABLE LOSS RATE�4 -HOUR STORM ONLY) Fm= 0.0714 ' C= 0.00132 NOTE: Low loss rates established per RCFC12322 (Dated: May- 30 -95) Ft= C(24- (T /60))Al.55 = 0.00132 (24- (T /60)) ^1.55 + 0.07 in/hr Undeveloped Condition: Low Loss = 90 CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.1428 in/hr Developed Condition: Low Loss = 0.9. (0.8' % impervious) LOW LOSS RATE = 0.2600 in/hr Basin Site: Low Loss =10 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 lime for the second period, etc. Plate E -2.1 Page 3 of 9 RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD 1.88 PROJECT: CLO - DUNE PALMS / HWY 111 DUMQ @d @ ®,% I PEAK FLOW RATE (cfs) SHORTCUT METHOD Job No.: 1920 DATE HaHULM 1 -HOUR STORM BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 10.87 UNIT TIME- MINUTES 5 LAG TIME - MINUTES 1.85 UNIT TIME - PERCENT OF LAG 270.5 TOTAL ADJUSTED STORM RAIN- INCHES 2.02 CONSTANT LOSS RATE -in /hr 0.14 LOW LOSS RATE - PERCENT 26 Unit Time Time Pattern Storm Loss Rate Effective Flood Period Minutes Hours Percent Rain Rain Hydrograph in /hr in/hr Flow Plate E -5.9 Max Low in/hr cfs 1 5 0.08 3.6 0.87 0.14 1 0.23 0.73 8.00 2 10 0.17 4.2 1.02 0.14 0.26 0.88 9.59 3 15 0.25 4.4 1.07 0.14 0.28 0.92 10.12 4 1 20 0.33 4.6 1.12 0.14 0.29 0.97 1 10.66 5 25 0.42 5.0 1.21 0.14 0.32 1.07 11.72 6 30 0.50 5.6 1.36 0.14 0.35 1.21 13.31 7 35 0.58 6.4 1.55 0.14 0.40 1.41 15.44 8 40 0.67 8.1 1.96 0.14 0.51 1.82 19.96 9 45 0.75 13.1 3.18 0.14 0.83 3.03 33.24 10 50 0.83 34.5 8.36 0.14 2.17 8.22 90.10 11 55 0.92 6.7 1.62 0.14 0.42 1.48 16.24 12 60 1.00 3.8 0.92 0.14 1 0.24 0.78 8.53 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.88 FLOOD VOLUME (actt) 1.70 FLOOD VOLUME (cuft) 74,071 PEAK FLOW RATE (cfs) 90.10 Plate E -2.2 1 Hour Storm Page 4 of 9 • RICK & WCD DUMR @I @ @V SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM PROJECT: CLO - DUNE PALMS / HWY 111 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 10.87 UNIT TIME- MINUTES 5 LAG TIME - MINUTES 1.85 UNIT TIME- PERCENT OF LAG 270.5 TOTAL ADJUSTED STORM RAIN- INCHES 2.60 CONSTANT LOSS RATE -in /hr 0.14 LOW LOSS RATE - PERCENT 26% Unit Time Period Time 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 1 5 0.08 1.3 0.41 0.14 0.11 0.26 2.88 2 10 0.17 1.3 0.41 0.14 0.11 0.26 2.88 3 15 0.25 1.1 0.34 0.14 0.09 0.20 2.20 4 20 0.33 1.5 0.47 0.14 0.12 0.33 3.56 5 25 0.42 1.5 0.47 0.14 0.12 0.33 3.56 6 30 0.50 1.8 0.56 0.14 0.15 0.42 4.59 7 35 0.58 1.5 0.47 0.14 0.12 0.33 3.56 8 40 0.67 1.8 0.56 0.14 0.15 0.42 4.59 9 45 0.75 1.8 0.56 0.14 0.15 0.42 4.59 10 50 0.83 1.5 0.47 0.14 0.12 0.33 3.56 11 55 0.92 1.6 0.50 0.14 0.13 0.36 3.91 12 60 1.00 1.8 0.56. 0.14 0.15 0.42 4.59 13 65 1.08 2.2 0.69 0.14 0.18 0.54 5.96 14 70 1.17 2.2 0.69 0.14 0.18 0.54 5.96 1s 75 1.25 2.2 0.69 0.14 0.18 0.54 5.96 16 80 1.33 2.0 0.62 0.14 0.16 0.48 5.27 17 85 1.42 2.6 0.81 0.14 0.21 0.67 7.33 18 90 1.50 2.7 0.84 0.14 0.22 0.70 7.67 19 95 1.58 2.4 0.75 0.14 0.19 0.61 6.64 20 100 1.67 2.7 0.84 0.14 0.22 0.70 7.67 21 105 1.75 3.3 1.03 0.14 0.27 0.89 9.72 , 22 110 1.83 3.1 0.97 0.14 0.25 0.82 9.04 23 115 1.92 2.9 0.90 0.14 0.24 0.76 8.35 24 120 2.00 3.0 0.94 0.14 0.24 0.79 8.69 25 125 1 2.08 3.1 0.97 0.14 0.25 0.82 9.04 26 130 2.17 4.2 1.31 0.14 0.34 1.17 12.80 27 135 2.25 5.0 1.56 0.14 0.41 1.42 15.53 28 140' 2.33 3.5 1.09 0.14 0.28 0.95 10.40 29 145 2.42 6.8 2.12 0.14 0.55 1.98 21.69 30 150 2.50 7.3 2.28 0.14 0.59 2.13 23.40 31 155 2.58 8.2 2.56 0.14 0.67 2.42 26.48 32 160 2.67 5.9 1.84 0.14 0.48 1.70 18.61 33 165 2.75 2.0 0.62 0.14 0.16 0.48 5.27 34 170 2.83 1.8 0.56 0.14 0.15 1 0.42 4.59 35 175 2.92 1.8 0.56 0.14 0.15 0.42 4.59 36 180 3.00 0.6 0.19 0.14 0.05 0.04 0.49 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.17 FLOOD VOLUME (acfl) 1.97 FLOOD VOLUME (cult) 85,688 PEAK FLOW RATE (cfs) 26.48 • Plate E -2.2 3 -Hour Storm Page .5 of 9 RCFC & WCD rMi MQ ILIPW AMAQ° Gf1UI&L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: '-LQ - DUNE PALMS / HWY 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 10.87 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.85 UNIT TIME - PERCENT OF LAG 270.5 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.143 LOW LOSS RATE - PERCENT 26% Unit Time Period Time 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 1 5 0.08 0.5 0.188 0.14 0.05 0.05 0.49 2 10 0.17 0.6 0.225 0.14 0.06 0.08 0.90 3 15 0.25 0.6 0.225 0.14 0.06 0.08 0.90 4 20 0.33 0.6 0.225 0.14 0.06 0.08 0.90 5 25 0.42 0.6 0.225 0.14 0.06 0.08 0.90 6 30 0.50 0.7 0.263 0.14 0.07 0.12 1.32 7 35 0.58 0.7 0.263 0.14 0.07 0.12 1.32 8 40 0.67 0.7 0.263 0.14 0.07 0.12 1.32 9 45 0.75 0.7 0.263 0.14 0.07 0.12 1 1.32 10 1 50 0.83 0.7 0.263 0.14 0.07 0.12 1.32 11 55 0.92 0.7 0.263 0.14 0.07 0.12 1.32 12 60 1.00 0.8 0.300 0.14 0.08 0.16 1.73 13 65 1.08 0.8 0.300 0.14 0.08 0.16 1.73 14 70 1.17 0.8 0.300 0.14 0.08 0.16 1.73 15 75 1.25 0.8 0.300 0.14 0.08 0.16 1.73 16 80 1.33 0.8 0.300 0.14 0.08 0.16 1.73 17 85 1.42 0.8 0.300 0.14 0.08 0.16 1.73 18 90 1.50 0.8 0.300 0.14 0.08 0.16 1.73 19 95 1.58 0.8 0.300 0.14 0.08 0.16 1.73 20 100 1.67 0.8 0.300 0.14 0.08 0.16 1.73 21 105 1.75 0.8 0.300 0.14 0.08 0.16 1.73 22 110 1.83 0.8 0.300 0.14 0.08 0.16 1.73 23 115 1.92 0.8 0.300 0.14 0.08 0.16 1 1.73 24 120 2.00 0.9 0.338 0.14 0.09 0.20 2.14 25 125 2.08 0.8 0.300 0.14 0.08 0.16 1.73 26 130 2.17 0.9 0.338 0.14 0.09 0.20 2.14 27 135 2.25 0.9 1 0.338 .0.14 0.09 0.20 2.14 28 140 2.33 0.9 0.338 0.14 0.09 0.20 2.14 29 145 2.42 0.9 0.338 0.14 0.09 0.20 2.14 30 150 2.50 0.9 0.338 0.14 0.09 0.20 2.14 31 155 2.58 0.9 0.338 0.14 0.09 0.20 2.14 32 160 2.67 0.9 0.338 0.14 0.09 0.20 2.14 33 165 2.75 1.0 0.376 0.14 0.10 0.23 2.55 34 170 2.83 1.0 0.376 0.14 0.10 0.23 2.55 35 175 2.92 1.0 0.376 0.14 0.10 0.23 2.55 36 180 3.00 1.0 0.376 0.14 0.10 0.23 2.55 37 185 3.08 1.0 0.376 0.14 0.10 0.23 2.55 38 190 3.17 1.1 0.413 0.14 0.11 0.27 2.96 39 195 3.25 1.1 0.413 0.14 0.11 0.27 2.96 40 200 3.33 1.1 0.413 0.14 0.11 0.27 2.96 41 205 3.42 1.2 0.451 0.14 0.12 0.31 3.37 42 210 3.50 1.3 0.488 0.14 0.13 0.35 3.79 43 215 3.58 1.4 0.526 0.14 0.14 0.38 4.20 44 220 3.67 1.4 0.526 0.14 0.14 0.38 4.20 45 1 225 3.75 1.5 0.563 0.14 0.15 0.42 4.61 46 230 3.83 1.5 1 0.563 0.14 1 0.15 0.42 4.61 47 235 3.92 1.6 1 0.601 0.14 0.16 0.46 5.02 48 240 4.00 1.6 0.601 0.14 0.16 0.46 5.02 49 245 4.08 1.7 0.639 0.14 0.17 0.50 5.43 50 250 4.17 1.8 0.676 0.14 0.18 0.53 5.85 Plate E -2.2 6 -Hour Storm Page 6 of 9 • F_ I L RCFC & WCD NMR@[L @ @V AMA MULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: '-LQ - DUNE PALMS/ HWY 11 Job No.: 1920 DATE BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 10.87 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.85 UNIT TIME - PERCENT OF LAG 270.5 TOTAL ADJUSTED STORM RAIN- INCHES 3.13 CONSTANT LOSS RATE -in /hr 0.143 LOW LOSS RATE - PERCENT 26% Unit Time Period Time 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 51 255 4.25 1.9 0.714 0.14 0.19 0.57 6.26 52 260 4.33 2.0 0.751 0.14 0.20 0.61 6.67 53 265 4.42 2.1 0.789 •0.14 0.21 0.65 7.08 54 270 4.50 2.1 0.789 0.14 0.21 0.65 7.08 55 275 4.58 2.2 0.826 0.14 0.21 0.68 7.49 56 280 4.67 2.3 0.864 0.14 0.22 0.72 7.90 57 285 4.75 2.4 0.901 0.14 0.23 0.76 8.32 58 290 4.83 2.4 0.901 0.14 0.23 0.76 8.32 59 295 4.92 2.5 0.939 0.14 0.24 0.80 8.73 60 300 5.00 2.6 0.977 0.14 0.25 0.83 9.14 61 305 5.08 3.1 1.164 0.14 0.30 1.02 11.20 62 310 5.17 3.6 1.352 0.14 0.35 1.21 13.26 63 315 5.25 3.9 1.465 0.14 0.38 1.32 14.49 64 320 5.33 4.2 1.578 0.14 0.41 1.43 15.73 65 325 5.42 4.7 1.765 0.14 0.46 1.62 17.78 66 330 5.50 5.6 2.103 0.14 0.55 1.96 21.49 67 335 5.58 1.9 0.714 0.14 0.19 0.57 6.26 68 340 5.67 0,.9 0.338 0.14 0.09 0.20 2.14 69 345 5.75 0.6 0.225 0.14 0.06 0.08 0.90 70 350 5.83 0.5 0.188 0.14 0.05 0.05 0.49 71 355 5.92 0.3 0.113 0.14 0.03 0.08 0.91 72 360 6.00 0.2 0.075 0.14 0.02 1 0.06 0.61 EFFECTIVE RAIN '& FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.29 FLOOD VOLUME (acft) 2.08 FLOOD VOLUME (cuft) 90,475 PEAK FLOW RATE (cfs) 21.49 Plate E -2.2 6 -Hour Storm Page 7 of 9 RCFC & WCD G"i MpOd @61y AM U °rte SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM PROJECT: :LO -DUNE PALMS / HWY 11 Job No.: 1920 DATE: BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 10.870 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.85 UNIT TIME - PERCENT OF LAG 811.5 TOTAL ADJUSTED STORM RAIN- INCHES 4.09 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1428 MINIMUM LOSS RATE (for var. loss) - in /hr 0.071 LOW LOSS RATE - DECIMAL 0.26 C 0.00132 Unit Time Period Time 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 crs 1 15 0.25 0.2 0.033 0.252 0.009 0.024 0.27 2 30 0.50 0.3 0.049 0.249 0.013 0.036 0.40 3 45 0.75 0.3 0.049 0.246 0.013 0.036 0.40 4 1 60 1.00 0.4 0.065 0.243 0.017 0.048 0.53 5 75 1.25 0.3 0.049 0.241 0.013 0.036 0.40 6 90 1.50 0.3 0.049 0.238 0.013 0.036 0.40 7 105 1.75 0.3 0.049 0.235 0.013 0.036 0.40 8 120 2.00 0.4 0.065 0.232 0.017 0.048 0.53 9 135 2.25 0.4 0.065 0.229 0.017 0.048 0.53 10 150 2.50 0.4 0.065 0.226 0.017 0.048 0.53 11 165 2.75 0.5 0.082 1 0.224 0.021 0.061 0.66 12 1 180 3.00 0.5 0.082 1 0.221 0.021 0.061 0.66 13 195 3.25 0.5 0.082 0.218 0.021 0.061 0.66 14 210 3.50 0.5 0.082 0.215 0.021 0.061 0.66 15 225 3.75 0.5 0.082 0.213 0.021 0.061 0.66 16 240 4.00 0.6 0.098 0.210 0.026 0.073 0.80 17 255 4.25 0.6 0.098 0.207 0.026 0.073 0.80 18 270 4.50 0.7 0.115 0.205 0.030 0.085 0.93 19 285 4.75 0.7 0.115 0.202 0.030 0.085 0.93 20 1 300 .5.00 0.8 0.131 1 0.200 0.034 0.097 1.06 21 315 5.25 0.6 0.098 0.197 0.026 0.073 0.80 22 330 5.50 0.7 0.115 0.194 0.030 0.085 0.93 23 345 5.75 0.8 0.131 0.192 0.034 0.097 1.06 . 24 360 6.00 0.8 0.131 0.189 0.034 0.097 1.06 25 375 6.25 0.9 0.147 0.187 - 0.038 0.109 1.19 26 390 6.50 0.9 0.147 0.184 0.038 0.109 1.19 27 405 6.75 1.0 0.164 0.182 0.043 0.121 1.33 28 420 7.00 1.0 0.164 1 0.179 0.043 0.121 1.33 29 435 7.25 1.0 0.164 1 0.177 0.043 0.121 1.33 30 450 7.50 1.1 0.180 0.175 0.047 0.005 0.06 31 465 7.75 1.2 0.196 0.172 0.051 0.024 0.26 32 480 8.00 1.3 0.213 0.170 0.055 0.043 0.47 33 495 8.25 1.5 0.245 0.167 0.064 0.078 0.85 34 510 8.50 1.5 0.245 0.165 0.064 0.080 0.88 35 525 8.75 1.6 0.262 0.163 0.068 0.099 1.08 36 540 9.00 1.7. 0.278 0.160 0.072 0.118 1.29 37 555 9.25 1.9 0.311 0.158 0.081 0.153 1.67 38 570 9.50 2.0 0.327 0.156 0.085 0.171 1.88 39 585 9.75 2.1 0.344 0.154 0.089 0.190 2.08 40 600 10.00 2.2 0.360 0.152 0.094 0.208 2.28 . 41 615 10.25 1.5 0.245 0.149 0.064 0.096 1.05 42 630 10.50 1.5 0.245 1 0.147 0.064 0.098 1.08 43 645 10.75 2.0 0.327 0.145 0.085 0.182 2.00 44 660 11.00 2.0 0.327 0.143 0.085 0.184 2.02 45 675 11.25 1.9 0.311 0.141 0.081 0.170 1.86 46 690 11.50 1.9 0.311 0.139 0.081 0.172 1.89 47 705 11.75 1.7 0.278 0.137 0.072 0.141 1.55 48 720 12.00 1.8 0.294 0.135 0.077 0.160 1.75 49 735 12.25 2.5 0.409 0.133 0.106 0.276 3.03 50 750 12.50 2.6 0.425 0.131 0.111 0.295 3.23 51 1 765 12.75 2.8 0.458 0.129 0.119 0.329 1 3.61 52 780 13.00 2.9 0.474 0.127 0.123 0.348 3.81 53 795 13.25 3.4 0.556 0.125 0.145 0.431 4.73 54 810 13.50 3.4 0.556 0.123 0.145 0.433 4.75 55 825 13.75 2.3 0.376 0.121 0.098 0.255 2.80 56 840 14.00 2.3 0.376 0.119 0.098 0.257 2.82 57 855 14.25 2.7 1 0.442 1 0.117 1 0.115 0.324 3.55 58 870 14.50 2.6 0.425 0.116 0.111 0.310 3.39 59 885 14.75 2.6 0.425 0.114 0.111 0.312 60 900 15.00 2.5 0.409 0.112 0.106 0.297 �25 61 915 15.25 2.4 0.393 0.110 0.102 0.282 Plate E -2.2 24 Hour Storm Page 8 of 9 • 0 RCFC & WCD D MR@[L @ @v HrHULM SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM PROJECT: Z;LQ -DUNE PALMS / HWY 11 Job No.: 1920 DATE: BY: DLS 4/13/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA-ACRES 10.870 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.85 ' UNIT TIME - PERCENT OF LAG 811.5 TOTAL ADJUSTED STORM RAIN- INCHES 4.09 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.1428 MINIMUM LOSS RATE (for var. loss) - in /hr 0.071 LOW LOSS RATE - DECIMAL 0.26 C 0.00132 Unit Time Period Time 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 62 930 15.50 2.3 0.376 0.109 0.098 0.268 2.93 63 945 15.75 1.9 0:311 0.107 0.081 0.204 2.23 64 960 16.00 1.9 0.311 0.105 0.081 0.205 2.25 65 1 975 16.25 0.4 0.065 0.104 0.017 0.048 0.53 66 990 16.50 0.4 0.065 0.102 0.017 0.048 0653 67 1005 16.75 0.3 0.049 0.101 0.013 0.036 0.40 68 1020 17.00 0.3 0.049 0.099 0.013 0.036 0.40 69 1035 17.25 0.5 0.082 0.098 0.021 0.061 0.66 70 1050 17.50 0.5 0.082 0.096 0.021 0.061 0.66 71 1065 17.75 0.5 0.082 0.095 0.021 0.061 0.66 72 1080 18.00 0.4 0.065 0.093 0.017 0.048 0.53 73 1095 18.25' 0.4 0.065 0.092 0.017 0.048 0.53 74 1110 18.50 0.4 0.065 0.091 0.017 0.048 0.53 75 1125 18.75 0.3 0.049 0.089 0.013 0.036 0.40 76 1140 19.00 0.2 0.033 0.088 0.009 0.024 0.27 77 1155 19.25 0.3 0.049 0.087 0.013 0.036 0.40 78 1170 19.50 0.4 0.065 0.086 0.017 0.048 0.53 79 1185 19.75 0.3 0.049 0.084 0.013 0.036 0.40 80 1200 20.00 0.2 0.033 0.083 0.009 0.024 0.27 81 1215 20.25 0.3 0.049 0.082 0.013 0.036 0.40 82 1230 2050 . 0.3 0.049 0.081 0.013 0.036 0.40 83 1245 20.75 0.3 0.049 0.080 0.013 0.036 0.40 84 1260 21.00 0.2 0.033 0.079 0.009 0.024 0.27 85 1275 21.25 0.3 0.049 0.078 0.013 0.036 0.40 86 1290 21.50 0.2 0.033 0.077 0.009 0.024 0.27 87 1305 21.75 0.3 0.049 0.076 0.013 0.036 1 0.40 88 1320 22.00 0.2 0.033 0.076 0.009 0.024 0.27 89 1335 22.25 03 0.049 0.075 0.013 0.036 0.40 90 1350 22.50 0.2 1 0.033 0.074 0.009 0.024 0.27 91 1365 22.75 0.2 0.033 0.074 0.009 0.024 0.27 92 1380 23.00 0.2 0.033 0.073 0.009 0.024 0.27 93 1395 23.25 0.2 0.033 0.072 0.009 0.024 0.27 94 1410 23.50 0.2 0.033 0.072 0.009 0.024 0.27 95 1425 23.75 0.2 0.033 0.072 0.009 0.024 0.27 96 1440 24.00 0.2 0.033 0.071 1 0.009 0.024 0.27 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 2.60 FLOOD VOLUME (acft) 2.36 FLOOD VOLUME (cuft) 102,675 PEAK FLOW (cfs) 4.75 Plate E -2.2 24 Hour Storm Page 9 of 9 OLUME TOTAL (cuft) (acre -ft). 01 0.00 31,9711 0.73 OLUME TOTAL (cuft) (acre -ft) ol 0.00 28,662 0.66 ' OLUME TOTAL (cuft) (acre -ft) 0 0.00 45,8521 1.05 � 0 1 0 1 0 RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE lApril 27, 2010 200 ft WORKSHEET PREPARED BY: IDLS ELEVATION OF CONCENTRATION POINT 56.1 ft PROJECT NAME 0.02 STORM FREQUENCY (YEAR) 100 POINT RAIN City of La Quinta 1 -HOUR PROJECT NUMBER 3 -HOUR 1920 6 -HOUR 3.13 in CONCENTRATION POINT DESIGNATION 4.09 in BASIN CHARACTERISTICS: ELEVATION AREA [Westerly Basin AREA DESIGNATION ISelf Storage AMC NUMBER 2 Low Loss Conditions: X= Existing; D= Developed; BS= Retention AMC II AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS DESIG GROUP CONDITION NUMBER RATE PERCENT 1 B COMMERCIAL 4.00 1 D 56 0.51 0.90' LENGTH OF WATERCOURSE (L) 400 ft LENGTH TO POINT OPPOSITE CENTROID (Lca) 200 ft ELEVATION OF HEADWATER 58.7 ft ELEVATION OF CONCENTRATION POINT 56.1 ft AVERAGE MANNINGS'N' VALUE 0.02 STORM FREQUENCY (YEAR) 100 POINT RAIN 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in BASIN CHARACTERISTICS: ELEVATION AREA LOWEST FLOWLINE ELEVATION 56.1 LOWEST PAD ELEVATION 58.2 Data Input Sheet Page 1 of 13 53.0 ft 4,610 sf 54.0 ft 8,890 sf 55.0 ft 14,030s 56.0 ft 19,740 sf PERCOLATION RATE (in /hr) 0.0 in /hr DRYWELL DATA NUMBER USED 11 PERCOLATION RATE I 0.17 cfsl LOWEST FLOWLINE ELEVATION 56.1 LOWEST PAD ELEVATION 58.2 Data Input Sheet Page 1 of 13 RCFC & WCD WDD R@[L @,Y G�`lA MU °� SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT: City of LaQuinta Job No.: 1920 BY: DLS DATE: 4/27/10 PHYSICAL DATA 1 CONCENTRATION POINT Westerly Basin 2 AREA DESIGNATION Self Storage [31 AREA - ACRES 4.00 4 L -FEET 400 5 L -MILES 0.076 6 La -FEET 200.00 La -MILES 0.038 8 ELEVATION OF HEADWATER 58.7 9 ELEVATION OF CONCENTRATION POINT 56.1 10 H -FEET 2.6 11 S- FEET /MILE 34.3 12 SA0.5 5.86 13 L'LCA/SA0.5 0.000 14 AVERAGE MANNINGS'N' 0.02 [1151 LAG TIME -HOURS 0.03 16 LAG TIME - MINUTES 1.6 [171100% OF LAG- MINUTES 1.6 [181200% OF LAG- MINUTES 3.2 . RAINFALL DATA [1) AMC II [2) FREQUENCY -YEARS 100 [3) STORM DURATION: Point Rain 1 -HOUR 2.02 in 3 -HOUR 2.60 in 6 -HOUR 3.13 in 24 -HOUR 4.09 in STORM EVENT SUMMARY STORM DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 27,924 0.64 33,531 0.77 37,107 0.85 40,906 0.94 REQUIRED STORAGE (cu -ft) (acre -ft) FACTOR OF SAFETY 27,312 0.63 1.27 31,695 0.73 1 1.10 33,443 0.77 1 1.04 27,862 0.64 1 1.25 STORAGE PROVIDED (cu -ft) (acre -ft) 34,801 0.80 PEAK FLOW (cfs) N /A' 1 9.931 8.091 1.91 MAXIMUM WSEL (ft) DEPTH (ft) 55.55 2.55 55.82 2.82 55.921 2.921 55.59 2.59 LOWEST FLOWLINE ELEVATION DIFFERENCE (ft) 56.10 0.55 1 0.28 1 0.18 r 0.51 LOWEST PAD ELEVATION DIFFERENCE (ft) 58.20 2.65 2.38 2.28 1 2.61 ESTIMATED TIME TO DEWATER BASIN Based on Total Flood Volume & vera a Percolation Rate (days) 1.9 2.3 1 2.5 2.8 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS. Plate E -2.1 Page 2 of 13 RCFC & WCD D R@[L @ @V SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC II PROJECT: City of La Quinta Job No.: 1920 BY: DLS DATE: 4/27/10 AVERAGE ADJUSTED 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] EDECIMAL ADJUSTED INFILTRATION RATE ( in/hr) AREA AREA WEIGHTED AVERAGE MAX AVERAGE ADJUSTED INFILTRATION RATE (in/hr) LOW LOSS CONDITION LOW LOSS RATE PER RCFC /2322 MIN AVERAGE ADJUSTED INFILTRATION RATE B COMMERCIAL 56 0.51 0.10 4.00 1.000 0.0969 DEVELOPED 0.1800 0.1800 SUMI 4.00 1 SUMI 0.0969 1 1 0.1800 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.04845 C= 0.00090 NOTE: Low loss rates established per RCFC /2322 (Dated: May- 30 -95) F,= C(24- (T /60))A1.55 +F, = 0.00090 (24- (f/60))A1.55 + 0.05 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.0969 Developed Condition: Low Loss = 0.9 - (0.8' % impervious) LOW LOSS RATE = 0.1800 Basin Site: Low Loss =10 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 13 RCFC & WCD EFFECTIVE RAIN 1.92 in FLOOD VOLUME SYNTHETIC UNIT HYDROGRAPH METHOD FLOOD VOLUME 27,924 cu -ft PROJECT: City of LaQuinta REQUIRED STORAGE 27,312 cu -ft DUMQ @9.@®T 55.55 ft PEAK FLOW RATE 33.34 cfs VERAGE PERCOLATION RATE SHORTCUT METHOD Job No.: 1920 1-HOUR STORM BY: DLS DATE 4127/10 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.00 Basin Percolation Rate 0.0 in/hr UNIT TIME-MINUTES - 5 LAG TIME - MINUTES 1.59 Maxwell Drywells UNIT TIME - PERCENT OF LAG 314.3 Number 1 TOTAL ADJUSTED STORM RAIN- INCHES 2.02 Drywall Percolation Rate 0.17 cis 10.20 cfm CONSTANT LOSS RATE - in/hr 0.10 LOW LOSS RATE - PERCENT 18.00% Unit Time Time Pattern Storm Loss Rate Effective Flood Volume Basin Percolation Percolation Total In Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Area Out Basin Depth in/hr in/hr Flow (Plate E -5.9 ) Max Low in/hr CIS cu -ft w -ft sf cu -ft cu-ft ac-ft ft 1 5 0.08 3.6 1 0.87 0.10 0.16 0.78 3.13 939 939 5,216 51 888 0.02 53.13 2 10 0.17 4.2 1.02 0.10 0.18 0.92 3.72 1,115 2,002 5,902 51 1,951 0.04 53.29 3 15 0.25 4.4 1.07 0.10 0.19 0.97 3.91 1,173 3,125 6,626 51 3,074 0.07 53.46 4 20 0.33 4.6 1.12 0.10 0.20 1.02 4.11 1,232 4,306 7,388 51 4,255 0.10 53.64 5 1 25 0.42 5.0 1.21 0.10 0.22 1.12 4.50 11349 5,604 8,225 51 5,553 0.13 1 53.84 6 - 30 0.50 5.6 1.36. 0.10 0.24 1.26 5.08 1,525 7,078 9,091 51 7,027 0.16 54.03 7 35 0.58 6.4 1.55 0.10 0.28 1.45 5.87 1,760 8,787 9,864 51 8,736 0.20 54.18 8 40 0.67 8.1 1.96 0.10 0.35 1.87 7.53 2,259 10,994 10,863 51 10,943 0.25 54.38 9 45 0.75 13.1 3.18 0.10 0.57 3.08 12.42 3,725 14,669 12,525 51 14,618 0.34 54.70 10 50 0.83 34.5 8.36 0.10 1.51 8.27 33.34 10,002 24,619 16,280 51 24,568 0.56 55.39 11 55 0.92 6.7 1.62 0.10 0.29 1.53 6.16 1,848 26,416 16,891 51 26,365 0.61 55.50 12 60 1.00 3.8 1 0.92 0.10 0.17 1 0.82 3.32 997 27,363 17,213 51 27,312 0.63 55.55 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 1.92 in FLOOD VOLUME 0.64 ac-ft FLOOD VOLUME 27,924 cu -ft REQUIRED STORAGE '0.63 ac-ft REQUIRED STORAGE 27,312 cu -ft MAX WSEL 55.55 ft PEAK FLOW RATE 33.34 cfs VERAGE PERCOLATION RATE 10.20 cuR/min Plate E -2.2 1 -Hour Storm Page 4 of 13 RCFC & WCD AMA G° GSM °L� SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3-HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of'La Quinta Job No.: 1920 BY: DLS DATE DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 314.3 TOTAL ADJUSTED STORM RAIN (in) 2.60 CONSTANT LOSS RATE (in/hr) 0.10 LOW LOSS RATE - PERCENT 18.00% Basin Percolation Rate 0.0 in/hr Maxwell Drywells Number 1 Drywall Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time 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 Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out. cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 1 5 0.08 1.3 0.41 0.10 0.07 0.31 1.25 374 374 4,851 51 323 0.01 53.05 2 10 0.17 1.3 0.41 0.10 0.07 0.31 1.25 374 696 5,059 51 645 0.01 53.10 3 15 0.25 1.1 0.34 0.10 0.06 0.25 0.99 298 943 5,218 51 892 0.02 53.13 4 20 0.33 1.5 0.47 0.10 0.08 0.37 1.50 449 1,341 5,475 51 1,290 0.03 53.19 5 25 0.42 1.5 0.47 0.10 0.08 0.37 1.50 449 1,739 5,732 51 1,688 0.04 53.25 6 30 0.50 1.8 0.56 0.10 0.10 0.46 1.87 562 2,250 6,062 51 2,199 0.05 53.33 7 35 0.58 1.5 0.47 0.10 0.08 0.37 1.50 449 2,648 6,319 51 2,597 0.06 53.39 8 40 0.67 1.8 0.56 0.10 0.10 0.46 1.87 562 3,160 6,649 51 3,109 0.07 53.47 9 45 0.75 1.8 0.56 0.10 0.10 0.46 1.87 562 3,671 6,978 51 3,620 0.08 53.55. 10 50 0.83 1.5 0.47 0.10 0.08 0.37 1.50 449 4,069 7,235 51 4,018 0.09 53.61 11 55 0.92 1.6 0.50 0.10 0.09 0.40 1.62 487 4,505 7,516 51 4,454 0.10 53.67 12 60 1.00 1.8 0.56 0.10 0.10 0.46 1.87 562 5,016 7,846 51 4,965 0.11 53.75 13 65 1.08 2.2 0.69 0.10 0.12 0.59 2.38 713 5,678 8,274 51 5,627 0:13 53.85 14 70 1.17 2.2 0.69 0.10 0.12 0.59 2.38 713 6,341 8,701 51 6,290 0.14 53.95 15 75 1.25 2.2 0.69 0.10 0.12 0.59 2.38 713 7,003 9,057 51 6,952 0.16 54.03 16 80 1.33 2.0 0.62 0.10 0.11 0.53 2.13 638 7,590 9,322 51 7,539 0.17 54.08 17 85 1.42 2.6 0.81 0.10 0.15 0.71 2.88 864 8,403 9,690 51 8,352 0.19 54.15 18 90 1.50 2.7 0.84 0.10 0.15 0.75 3.01 902 9,254 10,075 51 9,203 0.21 54.23 19 95 1.58 2.4 0.75 0.10 0.13 0.65 2.63 789 9,992 10,409 51 9,941 0.23 54.29 20 100 1.67 2.7 0.84 0.10 0.15 0.75 3.01 902 10,843 10,794 51 10,792 0.25 54.37 ?1 105 1.75 3.3 1.03 0.10 0.19 0.93 1 3.76 1,129 11,921 11,281 51 11,870 0.27 54.46 22 110 1.83 3.1 0.97 0.10 0.17 0.87 3.51 1,053 12,923 11,735 51 12,872 0.30 54.55 23 115 1.92 2.9 0.90 0.10 0.16 0.81 3.26 978 13,849 12,154 51 13,798 0.32 54.63 24 120 2.00 3.0 0.94 0.10 0.17 0.84 1 3.38 1,015 1 14,814 12,590 51 14,763 1 0.34 1 54.72 Plate E -2.2 3 -Hour Storm Page 5 of 13 RCFC & WCD EFFECTIVE RAIN 2.31 in SYNTHETIC UNIT HYDROGRAPH METHOD 0.77 ac -ft PROJECT: City of La Quinta REQUIRED STORAGE 0.73 ac -ft Cr'iI�G°,�OdO ®� 31,695 cu -ft MAX WSEL 55.82 It PEAK FLOW RATE SHORTCUT METHOD -AVERAGE PERCOLATION RATE 10.20 cuf /min Job No.: 1920 MG° 1M. M °L I 3- HOUR.STORM BY: DLS DATE UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.00 Basin Percolation Rate 0.0 in/hr UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.59 Maxwell Drywells UNIT TIME - PERCENT OF LAG 314.3 Number 1 TOTAL ADJUSTED STORM RAIN (in) 2.60 Drywell Percolation Rate 0.17.cfs 10.20 cfm CONSTANT LOSS RATE (in /hr) 0.10 LOW LOSS RATE - PERCENT 18.00% Unit Time Time Pattern Storm Loss Rate Effective Flood Volume Basin Percolation Percolation Total In Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Area Out Basin Depth in/hr in /hr Flow Plate E -5.9 Max Low in/hr CIS cu -ft cu -ft sf cu -ft cu -ft ac -ft ft 25 125 2.08 3.1 0.97 070 0.17 0.87 3.51 1,053 15,816 13,043 51 15,765 0.36 54.80 26 130 2.17 4.2 1.31 0.10 0.24 1.21 4.89 1,468 17,233 13,685 51 17,182 0.39 54.93 27 135 2.25 5.0 1.56 0.10 0.28 1.46 5.90 1,770 18,952 14,355 51 18,901 0.43 55.05 28 140 2.33 3.5 1.09 0.10 0.20 1 1.00 4.01 1,204 20,105 14,747 51 20,054 0.46 55.12 29 145 2.42 6.8 2.12 0.10 0.38 2.02 8.17 2,450 22,504 15,562 51 22,453 0.52 55.27 30 150 2.50 7.3 2.28 0.10 0.41 2.18 8.80 2,639 25,092 16,441 51 25,041 0.57 55.42 31 155 2.58 8.2 2.56 0.10 0.46 2.46 9.93 2,978 28,019 17,436 51 27,968 0.64 55.59 32 160 2.67 5.9 1.84 0.10 0.33 1.74 7.03 2,110 30,079 18,135 51 30,028 0.69 55.72 33 165 2.75 2.0 0.62 0.10 0.11 0.53 2.13 638 30,665 18,335 51 30,614 0.70 55.75 34 170 2.83 1.8 0.56 0.10 0.10 0.46 1.87 562 31,177 18,509 51 31,126 0.71 55.78 35 175 2.92 1.8 0.56 0.10 0.10 0.46 1.87 562 31,688 18,682 51 31,637 0.73 55.81 36 180 3.00 0.6 0.19 0.10 0.03 0.09 0.36 109 31,746 18,702 51 31,695 0.73 55.82 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 2.31 in FLOOD VOLUME 0.77 ac -ft FLOOD VOLUME 33,531 cu -ft REQUIRED STORAGE 0.73 ac -ft REQUIRED STORAGE 31,695 cu -ft MAX WSEL 55.82 It PEAK FLOW RATE 9.93 cfs -AVERAGE PERCOLATION RATE 10.20 cuf /min Plate E -2.2 3 -Hour Storm Page 6 of 13 RCFC & WCD NMN@ @@V M MU I SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of La Quinta Job No.: 1920 BY: DLS DATE 4/27/10 DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 314.3 TOTAL ADJUSTED STORM RAIN (in) 3.13 CONSTANT LOSS RATE (in/hr) 0.10 LOW LOSS RATE - PERCENT 18.00% Basin Percolation Rate 0.0 in /hr Maxwell Drywells Number 1 Drywell Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time 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 Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 1 5 0.08 0.5 0.19 0.10 0.03 0.09 0.37 110 110 4,681 51 59 0.00 53.01 2 10 0.17 0.6 0.23 0.10 0.04 0.13 0.52 155 214 4,748 51 163 0.00 53.02 3 15 0.25 0.6 0.23 0.10 0.04 0.13 0.52 155 319 4,816 51 268 0.01 53.04 4 20 0.33 0.6 0.23 0.10 0.04 0.13 0.52 155 423 4,883 51 372 0.01 53.06 5 25 0.42 0.6 0.23 0.10 0.04 0.13 0.52 155 528 4,950 51 477 0.01 53.07 6 30 0.50 0.7 0.26 0.10 0.05 0.17 0.67 201 678 5,047 51 627 0.01 53.09 7 35 0.58 0.7 0.26 0.10 0.05 0.17 0.67 201 828 5,144 51 777 0.02 53.12 8 40 0.67 0.7 1 0.26 0.10 0.05 0.17 0.67 201 977 5,241 51 926 0.02 53.14 9 45 0.75 0.7 0.26 0.10 0.05 0.17 0.67 201 1,127 5,337 51 1,076 0.02 53.16 10 50 0.83 0.7 0.26 0.10 0.05 0.17 0.67 201 1,277 5,434 51 1,226 0.03 53.18 11 55 0.92 0.7 0.26 0.10 0.05 0.17 0.67 201 1,427 5,531 51 1,376 0.03 53.21 12 60 1.00 0.8 0.30 0.10 0.05 0.20 0.82 246 1,622 5,657 51 --1,571 0.04 53.24 13 65 1.08 .0.8 0.30 0.10 0.05 0.20 0.82 246 1,818 5,783 51 1,767 0.04 53.27 14 70 1.17 0.8 0.30 0.10 0.05 0.20 0.82 246 2,013 5,909 51 1,962 0.05 53.30 15 75 1.25 0.8 0.30 0.10 0.05 0.20 0.82 246 2,208 6,035. 51 2,157 0.05 53.33 16 80 1.33 0.8 0.30 0.10 0.05 0.20 0.82 246 2,404 6,161 51 2,353 0.05 53.35 17 85 1.42 0.8 0.30 0.10 0.05 0.20 0.82 246 2,599 6,287 51 2,548 0.06 53.38 18 90 1.50 0.8 0.30 0.10 0.05 0.20 0.82 246 2,794 6,413 51 2,743 0.06 53.41 19 95 1.58 0.8 0.30 0.10 0.05 0.20 0.82 246 2,990 6,539 51 2,939 0.07 53.44 20 100 1.67 0.8 0.30 0.10 0.05 0.20 0.82 246 3,185 6,665 51 3,134 0.07 53.47 21 105 1.75 0.8 0.30 0.10 0.05 0.20 0.82 246 3,380 6,791 51 3,329 0.08 53.50 22 110 1.83 0.8 0.30 0.10 0.05 0.20 0.82 246 3,576 6,917 51 3,525 0.08 53.53 23 115 1.92 0.8 0.30 0.10 0.05 0.20 0.82 246 3,771 7,043 51 3,720 0.09 53.56 24 120 2.00 0.9 0.34 0.10 0.06 0:24 0.97 292 4,012 7,198 51 3,961 0.09 53.60 25 125 2.08 0.8 0.30 0.10 0.05 0.20 0.82 246 4,207 7,324 51 4,156 0.10 53.63 26 130 2.17 0.9 0.34 0.10 0.06 0.24 0.97 292 4,448 7,480 51 .4,397 0.10 53.66 27 135 2.25 0.9 0.34 0.10 0.06 0.24 0.97 292 4,689 7,635 51 4,638 0.11 53.70 28 140 2.33 0.9 0.34 0.10 0.06 0.24 0.97 292 4,929 7,790 51 4,878 0.11 53.74 29 145 2.42 0.9 0.34 0.10 0.06 0.24 0.97 292 5,170 7,946 51 5,1.19 0.12 53.77 30 150 2.50 0.9 0.34 0.10 0.06 0.24 0.97 292 5,411 8,101 51 5,360 0.12 53.81 31 155 2.58 0.9 0.34 0.10 0.06 0.24 0.97 292 5,652 8,256 51 5,601 0.13 53.84 32 160 2.67 0.9 0.34 0.10 0.06 0.24 0.97 292 1 ,893 8,412 51 5,842 0.13 53.88 33 165 2.75 1.0 0.38 0.10 0.07 0.28 1.12 337 6,179 8,596 51 6,128 0.14 53.92 34 170 2.83 1.0 0.38 0.10 0.07 0.28 1.12 337 1 6,465 8,781 51 6,414 0.15 53.97 35 175 2.92 1.0 0.38 0.10 1 0.07 0.28 1.12 337 1 6,751 8,943 51 6,700 0.15 54.01 Plate E -2.2 6 -Hour Storm Page 7 of 13 RCFC & WCD NMp @d @ ®V H JH. U °L SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of La Quinta Job No.: 1920 BY: DLS DATE 4127110 DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 314.3 TOTAL ADJUSTED STORM RAIN (in) 3.13 CONSTANT LOSS RATE (in /hr) 0.10 LOW LOSS RATE - PERCENT 18.00% Basin Percolation Rate 0.0 in /hr Maxwell Drywells Number 1 Drywell Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E-5.9)1 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 36 180 3.00 1.0 0.38 0.10 0.07 0.28 1.12 337 7,038 9,073 51 6,987 0.16 54.03 37 185 3.08 1.0 0.38 0.10 0.07 0.28 1.12 337 7,324 9,202 51 7,273 0.17 54.06 38 190 3.17 1.1 0.41 0.10 0.07 0.32 1.28 383 7,655 9,352 51 7,604 0.17 54.09 39 195 3.25 1.1 0.41 0.10 0.07 0.32 1.28 383 7,987 9,502 51 7,936 0.18 54.11 40 200 3.33 1.1 0.41 0.10 0.07 0.32 1.28 383 8,319 9,652 51 8,268 0.19 54.14 41 205 3.42 1.2 0.45 0.10 0.08 0.35 1.43 428 8,696 9,823 51 8,645 0.20 54.18 42 210 3.50 1.3 0.49 0.10 0.09 0.39 1.58 474 9,118 10,014 51 9,067 0.21 54.21 43 215 3.58 1.4 0.53 0.10 0.09 0.43 1.73 519 9,587 10,226 51 9,536 0.22 54.26 44 220 3.67 1.4 0.53 0.10 0.09 0.43 1.73 519 10,055 10,437 51 10,004 0.23 54.30 45 225 3.75 1.5 0.56 0.10 0.10 0.47 1.88 564 10,568 10,670 51 10,517 0.24 54.34 46 230 3.83 1.5 0.56 0.10 0.10 0.47 1.88 564 11,081 10,902 51 11,030 0.25 54.39 47 235 3.92 1.6 0.60 0.10 0.11 0.50 2.03 610 11,640 11,155 51 11,589 0.27 54.44 48 240 4.00 1.6 0.60 0.10 0.11 0.50 2.03 610 12,199 11,408 51 12,148 0.28 54.49 49 245 4.08 1.7 0.64 0.10 0.11 0.54 2.18 655 12,804 11,681 51 12,753 0.29 54.54 50 250 4.17 1.8 0.68 0.10 0.12 0.58 2.34 701 13,453 11,975 51 13,402 0.31 54.60 51 255 4.25 1.9 0.71 0.10 0.13 0.62 2.49 746 14,149 12,289 51 14,098 0.32 54.66 52 260 4.33 2.0 0.75 0.10 0.14 0.65 2.64 792 14,889 1 12,624 51 14,838 0.34 54.72 53 265 4.42 2.1 0.79 0.10 0.14 0.69 2.79 837 15,676 12,980 51 15,625 0.36 54.79 54 270 4.50 2.1 0.79 0.10 0.14 0.69 2.79 837 16,462 13,336 51 16,411 0.38 54.86 55 275 4.58 2.2 0.83 0.10 0.15 0.73 2.94 883 17,293 13,712 51 17,242 0.40 54.93 56 280 4.67 2.3 0.86 0.10 0.16 0.77 3.09 928 18,170 14,089 51 18,119 0.42 55.01 57 285 4.75 2.4 0.90 0.10 0.16 0.80 3.24 973 19,093 14,403 51 19,042 0.44 55.06 58 290 4.83 2.4 0.90 0.10 0.16 0.80 3.24 973 20,015 14,716 51 19,964 0.46 55.12 59 295 4.92 2.5 0.94 0.10 0.17 0.84 3.40 1,019 20,983 15,045 51 20,932 0.48 55.17 60 300 5.00 2.6 0.98 0.10 0.18 0.88 3.55 1,064 21,997 15,389 51 21,946 0.50 55.24 61 305 5.08 3.1 1.16 0.10 0.21 1.07 4.31 1,292 23,237 15,811 51 23,186 0.53 55.31 62 310 5.17 3.6 1.35 0.10 0.24 1.26 5.06 1,519 24,705 16,310 51 24,654 0.57 55.40 63 315 5.25 3.9 1.46 0.10 0.26 1.37 5.52 1,655 26,309 16,855 51 26,258 0.60 55.49 64 320 5.33 4.2 1.58 0.10 0.28 1.48 5.97 1,792 20,050 17,446 51 27,999 0.64 55.60 65 325 5.42 4.7 1.77 0.10 0.32 1.67 6.73 2,019 30,018 18,115 51 29,967 0.69 55.71 66 330 5.50 5.6 2.10 0.10 0.38 2.01 8.09 2,428 32,395 18,922 51 32,344 0.74 55.85 67 335 5.58 1.9 0.71 0.10 0.13 0.62 2.49 746 33,090 19,159 51 33,039 0.76 55.90 68 340 5.67 0.9 0.34 0.10 0.06 0.24 0.97 292 33,331 19,241 51 33,280 0.76 55.91 69 345 5.75 0.6 0.23 0.10 0.04 0.13 0.52 155 1 33,435 19,276 1 51 T 33,384 0.77 55.92 70 350 5.83 0.5 0.19 0.10 0.03 0.09 0.37 110 1 33,494 19,296 1 51 1 33,443 0.77 55.92 Plate E -2.2 6 -Hour Storm Page 8 of 13 0 4/27110 10.20 cfm Basin Depth ft 55.92 55.92 Plate E -2.2 6 -Hour Storm Page 9 of 13 RCFC & WCD 9M @L @ @1y M�°. 1M. U °M SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of LaQuinta Job No.: 1920 BY: DLS DATE 4/27/10 DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 943% . TOTAL ADJUSTED STORM RAIN (in) 4.09 VARIABLE LOSS RATE (AVG) IN /HR Fm = Minimum value on loss curve (in /hr) 0.05 C 0.00090 Low Loss Rate (percent) 18.00% Basin Percolation Rate 0.0 in /hr Maxwell Drywells Number 1 Drywell Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time 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 Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 1 15 0.25 0.2 0.033 0.171 0.006 0.03 0.11 97 97 4,673 153 0 0.00 53.00 2 30 0.50 0.3 0.049 0.169 0.009 0.04 0.16 146 146 4,704 153 0 0.00 53.00 3 45 0.75 0.3 0.049 0.167 0.009 1 0.04 0.16 146 1 146 4,704 153 0 0.00 53.00 4 60 1.00 1 0.4 0.065 0.165 0.012 0.05 0.22 195 195 1 4,736 153 42 0.00 53.01 5 75 1.25 0.3 0.049 0.163 0.009 0.04 0.16 146 188 4,731 153 35 0.00 53.01 6 90 1.50 0.3 0.049 0.161 0.009 0.04 0.16 146 181 4,727 153 28 0.00 53.00 7 105 1.75 0.3 0.049 0.159 0.009 0.04 0.16 146 174 4,722 153 21 0.00 53.00 8 120 2.00 0.4 0.065 0.157 0.012 0.05 0.22 195 216 4,749 153 63 0.00 53.01 9 135 2.25 0.4 0.065 0.156 0.012 0.05 0.22 195 258 4,776 153 105 0.00 53.02 10 150 2.50 0.4 0.065 0.154 0.012 0.05 0.22 1 195 299 4,803 153 146 0.00 53.02 11 165 2.75 0.5 1 0.082 0.152 0.015 0.07 0.27 243 390 4,862 153 237 0.01 53.04 12 1 180 3.00 0.5 0.082 0.150 0.015 0.07 0.27 243 480 4,920 153 327 0.01 53.05 13 195 3.25 0.5 0.082 0.148 0.015 0.07 0.27 243 571 4,978 153 418 0.01 53.06 14 210 3.50 0.5 0.082 0.146 0.015 0.07 0.27 243 661 5,037 153 1 508 0.01 53.08 15 225 3.75 0.5 0.082 0.144 0.015. 0.07 0.27 243 752 5,095 153 599 0.01 53.09 16 240 4.00 0.6 0.098 0.143 0.018 0.08 0.32 292 891 5,185 153 738 0.02 53.11 17 255 4.25 0.6 0.098 0.141 0.018 0.08 0.32 292 1,030 5,275 153 877 0.02 53.13 18 270 4.50 0.7 0.115 0.139 0.021 0.09 1 0.38 341 1,218 5,396 153 1,065 0.02 53.16 19 285 4.75 0.7 1 0.115 0.137 0.021 0.09 0.38 341 1,406 5,517 153 1,253 0.03 53.19 20 1 300 5.00 0.8 0.131 0.135 0.024 0.11 0.43 390 1,643 5,670 153 1,490 0.03 53.22 21 315 5.25 0.6 0.098 0.134 0.018 0.08 0.32 292 1,782 5,760 153 1,629 0.04 53.25 22 330 5.50 0.7 0.115 0.132 0.021 0.09 0.38 341 1,970 5,881 153 1,817 1 0.04 53.27 23 345 5.75 0.8 0.131 0.130 0.024 0.00 0.00 2 1,819 5,784 153 1,666 0.04 53.25 24 360 6.00 0.8 0.131 0.128 0.024 0.00 0.01 9 1,675 5,691 153 1,522 0.03 53.23 25 375 6.25 0.9 0.147 0.127 0.027 1 0.02 0.08 1 74 1,596 5,640 153 1,443 0.03 1 53.22 26 390 6.50 0.9 0.147 0.125 0.027 0.02 0.09 80 1,524 5,593 153 1,371 0.03 53.21 27 405 6.75 1.0 0.164 0.123 0.029 0.04 0.16 146 1,517 5,588 153 1,364 0.03 53.21 28 1 420 7.00 1.0 0.164 0.122 0.029 0.04 0.17 152 1,515 5,588 153 1,362 0.03 53.21 29 435 7.25 1.0 0.164 0.120 0.029 0.04 0.18 158 1,520 5,591 153 1,367 0.03 53.21 30 450 7.50 1.1 0.180 0.118 0.032 0.06 0.25 223 1,591 5,636 153 1,438 0.03 53.22 31 465 7.75 1:2 0.196 0.117 0.035 0.08 0.32 289 1,726 5,724 153 1,573 0.04 53.24 32 480 8.00 1.3 0.213 0.115 0.038 0.10 0.39 354 1,927 5,853 153 1,774 0.04 53.27 33 495 8.25 1.5 0.245 0.114 0.044 1 0.13 0.53 478 2,253 6,063 153 2,100 0.05 1 53.32 34 510 8.50 1.5 1 0.245 0.112 0.044 1 0.13 0.54 484 2,584 6,277 153 2,431 0.06 53.37 35 525 8.75 1.6 0.262 0.110 0.047 0.15 0.61 549 2,980 6,533 153 2,827 0.06 53.43 36 1 540 9.00 1.7 0.278 0.109 0.050 0.17 0.68 614 3,441 6,830 153 3,288 0.08 53.50 37 555 9.25 1.9 0.311 0.107 0.056 0.20 0.82 739 4,027 7,208 153 3,874 0.09 53.58 38 570 9.50 2.0 0.327 0.106 0.059 0.22 0.89 804 4,677 7,628 153 4,524 0.10 53.68 39 585 9.75 2.1 0.344 0.104 0.062 0.24 0.96 868 1 5,393 8,089 153 5,240 0.12 53.79 40 600 10.00 2.2 0.360 0.103 0.065 0.26 1.04 933 6,173 8,593 153 6,020 0.14 53.91 41 615 10.25 1.5 0.245 0.101 0.044 0.14 0.58 523 6,543 8,831 153 6,390 0.15 53.96 Plate E -2.2 24 -Hour Storm Page 10 of 13 • • • RCFC & WCD G�A1QGt1lUIQd SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of La Quinta Job No.: 1920 BY: DLS DATE 4/27/10 DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 943% TOTAL ADJUSTED STORM RAIN (in) 4.09 VARIABLE LOSS RATE (AVG) IN /HR Fm = Minimum value on loss curve (in /hr) 0.05 C 0.00090 Low Loss Rate (percent) 18.00% Basin Percolation Rate 0.0 in /hr Maxwell Drywells Number 1 Drywell Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time Minutes Hours Pattern Percent (Plate E -5.9) Storm Rain in/hr Loss Rate in /hr Max I Low Effective Rain in /hr Flood Hydrograph Flow cfs Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 42 630 10.50 1.5 0.245 0.100 0.044 0.15 0.59 528 6,918 9,019 153 6,765 0.16 54.01 43 645 10.75 2.0 0.327 0.098 0.059 0.23 0.92 830 7,596 9,325 1 153 7,443 0.17 54.07 44 660 11.00 2.0 0.327 0.097 0.059 0:23 0.93 836 8,278 9,634 153 8,125 0.19 54.13 45 675 11.25 1.9 0.311 0.096 0.056 0.22 0.87 782 8,907 9,918 153 8,754 0.20 1 54.19 46 690 11.50 1.9 0.311 0.094 0.056 0.22 0.87 787 9,541 10,205 153 9,388 0.22 54.24 47 705 11.75 1.7 0.278 0.093 0.050 0.19 0.75 673 10,061 10,440 153 9,908 0.23 54.29 48 720 12.00 1.8 0.294 0.091 0.053 0.20 0.82 737 10,645 10,704 153 10,492 0.24 54.34 49 735 12.25 2.5 0.409 0.090 0.074 0.32 1.29 1,158 11,650 11,159 153 11,497 0.26 54.43 50 750 12.50 2.6 0.425 0.089 0.077 0.34 1.36 1,222 12,719 11,643 153 12,566 0.29 54.52 51 765 12.75 2.8 0.458 0.087 0.082 0.37 1.50 1,346 13,912 12,182 1 153 13,759 0.32 54.63 52 780 13.00 2.9 1 0.474 0.086 1 0.085 0.39 1.57 1,410 15,169 12,751 153 15,016 0.34 54.74 53 795 13.25 3.4 0.556 0.085 0.100_ 0.47 1.90 1,712 16,728 13,456 153 16,575 0.38 54.87 54 810 13.50 3.4 0.556 0.083 0.100 0.47 1.91 1,716 18,291 14,130 153 18,138 0.42 55.01 55 825 13.75 2.3 0.376 0.082 0.068 0.29 1.19 1,068 19,206 14,441 153 19,053 0.44 55.06 56 840 14.00 2.3 0.376 0.081 0.068 0.30 1.19 1,072 20,125 14,753 153 19,972 0.46 55.12 57 855 14.25 2.7 0.442 0.080 0.080 0.36 1.46 1,314 21,286 15,148 153 21,133 0.49 55.19 58 870 14.50 2.6 0.425 0.078 0.077 0.35 1.40 1,259 22,392 15,524 153 22,239 0.51 1 55.25 59 885 14.75 2.6 0.425 0.077 0.077 0.35 1.40 1,264 23,503 15,901 153 23,350 0.54 1 55.32 60 900 15.00 2.5 1 0.409 0.076 0.074 0.33 1.34 1 1,209 24,559 16,260 153 24,406 0.56 55.38 61 915 15.25 2.4 0.393 0.075 0.071 0.32 1.28 1,153 25,559 16,600 153 25,406 0.58 55.44 62 930 15.50 2.3 0.376 0.074 0.068 0.30 1.22 1,098 26,504 16,921 153 26,351 0.60 55.50 63 945 15.75 1.9 0.311 0.073 0.056 0.24 0.96 865 27,216 17,163 153 27,063 0.62 55.54 64 960 16.00 1.9 0.311 0.072 0.056 0.24 0.97 869 27,931 17,406 153 27,778 0.64 55.58 65 975 16.25 0.4 0.065 0.070 0.012 0.05 0.22 195 27,973 17,420 153 27,820 0.64 55.58 66 990 16.50 0.4 0.065 0.069 0.012 0.05 0.22 195 28,015 17,434 153 27,862 0.64 55.59 67 1005 16.75 0.3 0.049 0.068 0.009 0.04 0.16 146 28,008 17,432 153 27,855 0.64 55.59 68 1020 17.00 0.3 0.049 0.067 0.009 0.04 0.16 146 28,001 17,430 153 27,848 0.64 55.59 69 1 1035 17.25 0.5 0.082 0.066 0.015 0.02 0.06 56 27,905 17,397 153 27,752 0.64 55.58 70 1050 17.50 0.5 0.082 0.065 0.015 0.02 0.07 60 27,812 17,365 153 27,659 0.63 55.57 71 1065 17.75 0.5 0.082 0.064 0.015 0.02 0.07 64 27,722 17,335 153 27,569 0.63 55.57 72 1080 18.00 0.4 0.065 0.063 0.012 0.00 0.01 8 27,577 17,285 t 153 27,424 0.63 55.56 73 1095 18.25 0.4 0.065 0.062 0.012 0.00 0.01 11 27,435 17,237 153 27,282 0.63 55.55 74 1110 18.50 0.4 0.065 0.061 0.012 0.00 0.02 14 27,296 17,190 153 27,143 0.62 55.54 75 1125 18.75 0.3 0.049 0.061 0.009 0.04 0.16 146 27,289 17,188 1 153 27,136 0.62 55.54 76 1140 19.00 0.2 0.033 0.060 1 0.006 0.03 0.11 97 27,234 17,169 153 27,081 0.62 55.54 77 1 1155 19.25 0.3 0.049 0.059 0.009 0.04 0.16 146 27,227 17,166 153 27,074 0.62 55.54 78 1170 19.50 0.4 0.065 0.058 0.012 0.01 0.03 27 27,100 17,123 153 26,947 0.62 55.53 79 1185 19.75 0.3 0.049 0.057 0.009 0.04 0.16 146 27,094 17,121 153 26,941 0.62 55.53 80 1200 20.00 0.2 0.033 0.057 0.006 0.03 0.11 97 27,038 17,102 153 26,885 0.62 55.53 81 1215 20.25 0.3 0.049 0.056 0.009 0.04 0.16 146 27,031 17,100 153 26,878 0.62 55.53 82 1230 20.50 0.3 0.049 0.055 0.009 0.04 0.16 146 27,024 17,098 153 26,871 0.62 55.53 Plate E -2.2 24 -Hour Storm Page 11 of 13 RCFC & WCD DWPpOdO ®V SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24 -HOUR STORM . UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PROJECT: City of La Quinta Job No.: 1920 BY: DLS DATE 4/27/10 DRAINAGE AREA -ACRES 4.00 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 943% TOTAL ADJUSTED STORM RAIN (in) 4.09 VARIABLE LOSS RATE (AVG) IN /HR Fm = Minimum value on loss curve (in /hr) 0.05 C 0.00090 Low Loss Rate (percent) 18.00% Basin Percolation Rate 0.0 in /hr Maxwell Drywells Number 1 Drywell Percolation Rate 0.17 cfs 10.20 cfm Unit Time Period Time 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 Volume In cu -ft Basin Volume cu -ft Percolation Area sf Percolation Out cu -ft Total In Basin cu -ft ac -ft Basin Depth ft 83 1245 20.75 0.3 0.049 0.054 0.009 0.04 0.16 146 27,017 17,095 153 26,864 0.62 55.53 84 1260 21.00 0.2 0.033 0.054 0.006 0.03 0.11 97 26,962 17,076 153 26,809 0.62 55.52 85 1 1275 21.25 1 0.3 0.049 0.053 0.009 0.04 0.16 1 146 26,955 1 17,074 153 26,802 0.62 55.52 86 1290 21.50 0.2 0.033 0.052 0.006 0.03 0.11 97 26,899 17,055 153 26,746 0.61 55.52 87 1305 21.75 0.3 0.049 0.052 0.009 0.04 0.16 146 26,892 17,053 153 26,739 0.61 55.52 88 1320 22.00 0.2 0.033 0.051 0.006 0.03 0.11 97 26,837 17,034 153 26,684 0.61 55.52 89 1335 22.25 0.3 0.049 0.051 0.009 0.04 0.16 146 26,830 17,031 153 26,677 0.61 55.52 .90 1350 22.50 0.2 0.033 0.050 0.006 0.03 0.11 97 26,774 17,013 153 26,621 0.61 55.51 91 1365 22.75 0.2 0.033 0.050 0.006 0.03 0.11 97 26,718 16,994 153 26,565 0.61 1 55.51 92 1380 23.00 0.2 1 0.033 1 0.050 0.006 1 0.03 0.11 97 26,663 16,975 1 153 1 26,510 0.61 55.51 93 1 1395 1 23.25 1 0.2 1 0.033 0.049 0.006 0.03 0.11 97 26,607 16,956 1 153 1 26,454 0.61 55.50 94 1410 23.50 0.2 0.033 0.049 0.006 0.03 0.11 97 26,552 16,937 153 26,399 0.61 55.50 95 1425 23.75 0.2 0.033 0.049 0.006 0.03 0.11 97 26,496 16,918 153 26,343 0.60 55.50 96 1440 24.00 0.2 1 0.033 0.048 0.006 1 0.03 0.11 1 97 26,440 16,899 1 153 1 26,287 0.60 55.49 EFFECTIVE RAIN S FLOOD VOLUMES SUMMARY EFFECTIVE RAIN 2.82 in FLOOD VOLUME 0.94 ac -ft FLOOD VOLUME 40,906 cu -ft REQUIRED STORAGE 0.64 ac -ft REQUIRED STORAGE 27,862 cu -ft MAX WSEL 55.59 It PEAK FLOW RATE 1.91 cfs VERAGE PERCOLATION RATE 10.20 cuft/min Plate E -2.2 24 -Hour Storm Page 12 of 13 • BASIN VOLUME WORKSHEET PROECT City of La Quinta JOB No. - 1920 BASIN DESIGNATION: Westerly Basin BASIN CHARACTERISTICS CONTOUR ELEVATION DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (so VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 53 0 0 4,610 0 0 0.00 54 1 1 4,280 8,890 6,634 6,634 0.15 55 1 2 5,140 14,030 11,363 17,997 0.41 56 1 3 5,710 19,740 16,804 34,801 0.80 WHERE: V = 3 (ii — E2)(A, +A2 + A, A2 lr u • Basin Volume Worksheet Page 13 of 13 Preliminary Hydrology Report City of La Quinta Appendix F RCFCD Rational Method Analyses Computer Runs • 40. • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 03/29/10 File:1920clg10yr.out -------------------------------------------7---------------------------- CITY OF LA QUINTA HIGHWAY 111 & DUNE PALMS ROAD AUTO MALL / MULTI- FAMILY 10 YEAR STORM EVENT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------ - - - - -- Program License Serial Number 6041 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.420(In.) .100 year, 1 hour precipitation = 2.020(In.) • Storm event year =. 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.078(In /Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++......+++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 105.000 * * ** INITIAL AREA EVALUATION * * ** DA -A1 Initial area flow distance = 700.000(Ft.) Top (of.initial area) elevation = 59.300(Ft.) Bottom (of initial area) elevation = • 54.600(Ft.) Difference in elevation = . 4.700(Ft.) Slope =. 0.00671 s(percent)= 0.67 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.214 min. Rainfall intensity = 2.900(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil.group D = 0.000 RI index for soil(AMC 2) =. 56.00 Pervious area fraction = 0.100;'Impervious fraction = 0.900 Initial subarea runoff = 8.843(CFS) Total initial stream area = 3.480(Ac.) • Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 115.000 * *. ** INITIAL AREA EVALUATION * * ** DA -A2 Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 59.300(Ft.) Bottom (of initial area) elevation 54.900(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.01294 s(percent)= 1.29 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.367 min. Rainfall intensity = 3.716(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.696(CFS) Total initial stream area = 1.130(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +...... + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 125.000 * * ** INITIAL AREA EVALUATION * * ** DA -A3 _Initial area flow.distance = 710.000(Ft.) Top (of initial area) elevation = 59.300(Ft.) Bottom (of initial area) elevation = 54.600(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k (0.300) *.[(length ^3) /(elevation ch'ange)] ^0.2 . Initial area time of concentration = 11.310 min. Rainfall intensity = 2.886(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 .Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 8.950(CFS) Total initial stream area = 3.540(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 135.000 * * ** INITIAL AREA EVALUATION * * ** DA -A4 Initial area,flow distance = 155.000(Ft.) Top (of initial area) elevation = 56.700(Ft.) Bottom (of,initial area) elevation = 55.000(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.01097 s(percent)= .. 1.10 • TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.562 min. Rainfall intensity = 4.387(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D RI index for soil(AMC 2) _ = 0.000 = 1.000 = 0.000 = 0.000 56.00 Pervious area fraction = 0.100; Impervious fraction— 0.900 Initial subarea runoff = 1.200(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++......++++++ ... ........................... + + ++ Process from Point /Station 200.000 to Point /Station 205.000 * * ** INITIAL AREA EVALUATION * * ** DA -B1 Initial area flow distance = 125.000(Ft.) Top (of initial area) elevation = 57.200(Ft.) Bottom (of initial area) elevation = 54.500(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.02160 s.(percent)= 2.16 TC = k (0.300) *[(length ^3) /('elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. • Rainfall intensity = 4.671(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = .0.884 Decimal fraction. soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.445(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ......++++++++++++ ..................... ... + + + + + +............ + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 210.000 * * ** INITIAL AREA EVALUATION * * ** DA -B2 Initial area flow distance = 345.000(Ft.) Top (of initial area) elevation = 56.700(Ft.) Bottom (of initial area) elevation = 53.800(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00841 s(percent)= 0.84 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.079 min. Rainfall.'intensity = 3.520(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 • Decimal.fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.693(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 215.000 to Point /Station 220.000 * * ** INITIAL AREA EVALUATION * * ** DA -B3 Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 55.900(Ft.) Bottom (of initial area) elevation = 53.700(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00786 s(percent)= A 0.79 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.532 min. Rainfall intensity = 3.668(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.937(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 305.000 * * ** INITIAL AREA EVALUATION * * ** DA -C1 Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01522 s(percent)= . 1.52 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.568 min. Rainfall intensity = 3.977(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = • 9.295(CFS) Total initial stream area = 2.710(Ac.) Pervious area fraction = 0.200 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ± + + + + + + + + + ++ Process from Point /Station 310.000 to Point /Station 315.000 * * ** INITIAL AREA EVALUATION *. * ** DA -C2 Initial area flow distance = 135.000(Ft.) . Top (of initial area) elevation = 55.600(Ft.) Bottom (of initial area) elevation = 53.800(Ft.) Difference in elevation = 1.800(Ft.) Slope = 0.01333 s(percent)= 1.33 TC = k (0.323) *[(length ^3) /(elevation change)] ^0.2 . Initial area time of concentration = 5.449 min. Rainfall intensity = 4.440(In /Hr).for a 10.0 APARTMENT subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 0:000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction Initial subarea runoff = 2.460(CFS) Total initial stream area = 0..640(Ac.) Pervious area fraction = 0.200 year storm 1 :11 ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + +' + + + + + + + + + + + + ++ Process from Point /Station 320.000 to'.Point /Station 325.000 * * ** INITIAL AREA EVALUATION * * ** DA -C3 • Initial area flow distance = •165.000(Ft.) Top (of initial area) elevation = 56.600(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01576 s(percent)= 1.58 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.711 min. Rainfall intensity = 4.319(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A =0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.764(CFS) Total initial stream area = 0.740(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 330.000 to Point /Station 335.000 * * ** INITIAL AREA EVALUATION * * ** DA -C4 Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 56.000(Ft.) Bottom (of initial area) elevation = 53.700(Ft.) Difference in elevation = 2.300(Ft.) • Slope = 0.01278 s(percent)= 1.28 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration =. 6.166 min. Rainfall intensity = 4.128(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.782(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 340.000 to Point /Station 345.000 * * ** INITIAL AREA EVALUATION * * ** DA -05 Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area) elevation = 54.200(Ft.) Difference in elevation = 2.700(Ft.) S1'ope = 0.00761 s(percent)= 0.76 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.976 min. Rainfall intensity = 3.308(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.364(CFS) Total initial stream area = 1.540(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 350.Q00 to Point /Station 355.000 * * ** INITIAL AREA EVALUATION * * ** DA -C6 • Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = 56.300(Ft.) Bottom (of initial area) elevation = 53.500(Ft.) Difference in elevation = 2.800(Ft.) Slope 0.01098 s(percent)= 1.10 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.306 min. Rainfall intensity = 3.735(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction= 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.282(CFS) Total initial stream area = 0.710(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 360.000 to Point /Station 365.000 * * ** INITIAL AREA EVALUATION * * ** DA -C7 Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area) elevation = 53.900(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00923 s(percent)= 0.92 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.335 min. Rainfall intensity = 3.455(In /Hr) for a 1.0.0 year storm APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.084(CFS) Total initial stream area = 1.040(Ac.) Pervious area fraction = 0.200 • Initial area flow distance = 245..000(Ft.) Top (of initial area) elevation = 55.900(Ft.) Bottom (of initial area). elevation = 53.100(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.01143 s(percent)= 1.14 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.133 min. Rainfall intensity— 3.788(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0..000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.772(CFS) Total initial stream area 0.850(Ac.) • Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 340.000 to Point /Station 375.000 * * ** INITIAL AREA EVALUATION * * ** DA -C8 Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area) elevation = 53.900(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00923 s(percent)= 0.92 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.335 min. Rainfall intensity = 3.455(In /Hr) for a 1.0.0 year storm APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.084(CFS) Total initial stream area = 1.040(Ac.) Pervious area fraction = 0.200 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 380.000 to Point /Station 385.000 * * ** INITIAL AREA EVALUATION * * ** DA -C9 Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 53.300(Ft.) Difference in elevation = 1.200(Ft..) Slope = 0.01000 s(percent)= 1.00 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.506 min: Rainfall intensity = . 4.413.(In /Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC.2) = 56.00 Pervious area fraction = 0.200,; Impervious fraction = 0.800 Initial subarea runoff = 0.840(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.200 End of computations, total study area = 19.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.147 Area averaged RI index number = 56.0 • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 03/29/10 File:1920CLQ100YR.out -----------------------------------------------=- --------------- - - - - -- CITY OF LA QUINTA HIGHWAY 111 & DUNE PALMS ROAD AUTO MALL / MULTI- FAMILY 100 YEAR STORM EVENT ---------=------------------------------------------------7------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 6041 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology.manual Storm event (year) = 100.00 Antecedent Moisture Condition =.2 2 year, 1 hour precipitation = 0.420(In.) 100 year, 1 hour precipitation = 2.020(In.) • Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 2.020(In /Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 105.000 * * ** INITIAL AREA EVALUATION * * ** DA -A1 Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = •59.300(Ft.) Bottom (of initial area) elevation = 54.600(F.t.) Difference in elevation = 4.700(Ft.) Slope =• 0.00671 s(percent)= 0.67 TC = k (0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.214 min. Rainfall intensity = 5.434(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 16.744(CFS) Total initial stream area = 3.480(Ac.) • Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 115.000 * * ** INITIAL AREA EVALUATION * * ** DA -A2 Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 59.300(Ft.) Bottom (of initial area) elevation = 54.900(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.01294 s(percent)= 1.29 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.367 min. Rainfall intensity = 6.962(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.988(CFS) Total initial stream area = 1.130(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 125.000 * * ** INITIAL AREA EVALUATION * * ** DA -A3 Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 59.300(Ft.) Bottom (of initial area) elevation = 54.600(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k (0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.310 min. Rainfall intensity = 5.407(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal. fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 16.946(CFS) Total initial stream area = 3.540(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 135.000 * * ** INITIAL AREA EVALUATION * * ** DA -A4 Initial area flow distance = 155.000(Ft.) ' Top (of initial area) elevation = 56.700(Ft.) Bottom (of initial area) elevation = 55.000(Ft Difference in elevation = 1.700(Ft.) Slope = 0.01097 s(percent)= 1.10 P\-, • TC = .k(0.300) *[(length ^3) /(elevation change)] ^0.2. Initial area time of concentration = 5.562 min. Rainfall intensity = 8.218(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group.A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.267(CFS) Total initial stream area = 0.310(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 205.000 * * ** INITIAL AREA EVALUATION * * ** DA -B1 Initial area flow distance = 125.000(Ft.) Top (of initial area) elevation = 57.200(Ft.) Bottom (of initial area) elevation = 54.500(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.02160 s(percent)= 2.16 TC = k( 0.300) *[(length^3) /(elevation change)]' ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. • Rainfall intensity = 8.751(In /Hr) .for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000. Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.727(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++ + + +. + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 210.000 * * ** INITIAL AREA EVALUATION * * ** DA -B2 Initial area flow distance = 345.000(Ft.) Top (of initial area) elevation = 56.700(Ft.) Bottom (of initial area) elevation = 53.800(Ft.) Difference in elevation 2.900(Ft.) Slope = 0.00841 s(percent)= 0.84 TC = k(0.300) *[(length ^3) %(elevation change)] ^0.2 Initial area time of concentration = 8.079 mina Rainfall intensity = 6.594(In /Hr) for a 100:0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil.group A = 0.000 • Decimal fraction soil group B = 1.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100;•Impervious fraction = 0.900 Initial subarea runoff = 5.092(CFS) Total initial stream area = 0.870(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 215.000 to Point /Station 220.000 * * ** INITIAL AREA EVALUATION * * ** DA -B3 Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 55.900(Ft.) Bottom (of initial area) elevation = 53.700(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00786 -s(percent)= 0.79 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.532 min. Rainfall intensity = 6.872(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.662(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 305.000 * * ** INITIAL AREA EVALUATION * * ** DA -C1 Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.01522 s(percent)= 1.52 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.568 min. Rainfall intensity = 7.950(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 17.723(CFS) Total initial stream area = 2.710(Ac.) Pervious area fraction = 0.200 • ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +. + + + ++ Process from Point /Station 310.000 to Point /Station 315.000 * * ** INITIAL AREA EVALUATION * * ** DA -C2 • • Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 55.600(Ft.) Bottom (of initial area) elevation = 53.800(Ft.) Difference in elevation = 1.800(Ft.) Slope = 0.01333 s(percent)= 1.33 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.449 min. Rainfall intensity = 8.318(In /Hr) for a 1.00.0 year storm APARTMENT subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0:000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.684(CFS) Total initial-stream area = I I 0.640(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 320.000 to Point /Station 325.000 * * ** INITIAL AREA EVALUATION *. * ** DA -C3 Initial area flow distance = 165.000(Ft.) Top (of initial area) elevation = 56.600(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.01576 s(percent)= 1.58 TC = k(0.323). *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 5.711 min. Rainfall intensity = 8.091(In /Hr) for a 100.0 APARTMENT subarea type Runoff Coefficient = 0.879 Decimal fraction soil group'A = 0.000 Decimal fraction soil group B = 1.000. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) _. 56.00 Pervious area fraction = 0.200; Impervious fraction Initial subarea runoff = 5.265(CFS) Total initial stream area = 0.740(Ac.) Pervious area fraction = 0.200 year storm +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station. 330.000 to Point /Station 335.000 * * ** INITIAL AREA EVALUATION * * ** DA -C4 Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 56.000(Ft.) Bottom (of initial area) elevation = 53.700(Ft Difference in elevation = 2.300(Ft.) Slope = 0.01278 s(percent)= 1.28 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.166 min. Rainfall intensity = 7.733(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.397(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 340.000 to Point /Station 345.000 * * ** INITIAL AREA EVALUATION * * ** DA -05 Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom (of initial area)_ elevation = 54.200(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00761 s(percent)= 1 0.76 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.976 min. Rainfall intensity = 6.197(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index.for soil(AMC 2) = 56.00 Pervious area fraction = 0..200; Impervious fraction = 0.800 Initial subarea runoff = 8.340(CFS) Total initial stream area = 1.540(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 350.000 to Point /Station 355.000 * * ** INITIAL AREA EVALUATION * * ** DA -C6 Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = 56.300(Ft.) Bottom (of initial area) elevation = 53.500(Ft.) Difference in elevation = 2.800(Ft.) Slope = OA1098 s(percent)= 1.10 TC = k.(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.306 min. Rainfall intensity = 6.996(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.354(CFS) .Total initial stream area = 0.710(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++±++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 360.000 to Point /Station 365.000 * * ** INITIAL AREA EVALUATION * * ** DA -C7 Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom'(of initial area) elevation = 53.900(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00923 s(percent) =. 0.92 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.335 min. Rainfall intensity = 6.473(In /Hr) for a 10'0.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.890(CFS) Total initial stream area = 1.040(Ac.) Pervious area fraction = 0.200 • Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 55.900(Ft.) Bottom (of initial area) elevation = 53.100(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.01143 s(percent)= 1.14 TC = k(0.323) *[( length ^3) /(elevation.change)] ^0.2 Initial area time of concentration = 7.133 min. Rainfall intensity = 7.096(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.289(CFS) Total initial stream area,= 0.850(Ac.) • Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station - 340.000 to Point /Station 375.000 * * ** INITIAL AREA EVALUATION * * ** DA -C8 Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 56.900(Ft.) Bottom'(of initial area) elevation = 53.900(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00923 s(percent) =. 0.92 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.335 min. Rainfall intensity = 6.473(In /Hr) for a 10'0.0 year storm APARTMENT subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.890(CFS) Total initial stream area = 1.040(Ac.) Pervious area fraction = 0.200 • ++++++++++++++++++++++++. .....+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 380.000 to Point /Station 385.000 * * ** INITIAL AREA EVALUATION * * ** DA -C9 Initial area flow distance = 120.000(Ft.) Top (of initial area)-elevation = 54.500(Ft.) Bottom (of initial area) elevation 53.300(Ft.) Difference in elevation = 1.200(Ft.) Slope = . 0.01000 s(percent)= 1.00 TC = k(0.323) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.506 min. Rainfall intensity = 8.267(In /Hr) for a . 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.600(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.200 End of computations, total study area = 19.23 (Ac.) The following figures may be used -for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.147 Area averaged RI index number = 56.0 0 • Preliminary Hydrology Report City of La Quinta Ain pendix G ity Worksheets • Project Description Worksheet for Section A -A (10 Year Storm) , Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00500 ft/ft -Normal Depth 0.50 ft Section Definitions r11 u Station (ft) Elevation (ft) -0 +25.62 54.54 -0 +15.62 54.34 -0 +15.12 54.33 -0 +15.00 53.83 -0 +13.00 53.99 0 +00.00 54.25 0 +13.00 53.99 0 +15.00 53.83 0 +15.12 54.33 0 +15.62 54.34 0 +25.62 54.54 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient ( -0 +25.62, 54.54) ( -0 +15.62, 54.34) 19.04 0.025 ( -0 +15.62,.54.34) Elevation Range 53.83 to 54.54 ft (0 +15.62, 54.34) Flow Area 0.015 (0 +15.62, 54.34) Wetted Perimeter (0 +25.62, 54.54) 0.025 Results Discharge 19.04 ft3 /s Elevation Range 53.83 to 54.54 ft Flow Area 7.20 ft2 Wetted Perimeter 31.05 ft Top Width 30.24 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00) • 3123/2010 8:51:27 AM - 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 page 1 of 2 Worksheet for Section A -A (10 Year Storm) Results Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Subcritical 0.50 ft ft 0.49 ft 0.00553 ft/ft ft 2.64 ft/s ft/s 0.11 ft �1 0.61 ft ft 0.96 0.49 ft GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.49 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00553 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 3/23/2010 8:51:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2 • Worksheet for Section A -A (100 Year Storm) Project Description . Friction Method Manning Formula Solve For Discharge Iriput Data Channel Slope 0.00500 ft/ft Normal Depth 0.71 ft Section Definitions l/ 11 u Station (ft) Elevation (ft) -0 +25.62 -0 +15.62 -0 +15.12 -0 +15.00 -0 +13.00 0 +00.00 0 +13.00 0 +15.00 0 +15.12 0 +15.62 0 +25.62 Roughness Segment Definitions 54.54 54.34 54.33 53.83 53.99 54.25 53.99 53.83 54.33 54.34 54.54 Start Station Ending Station Roughness Coefficient ( -0 +25.62, 54.54) ( -0 +15.62, 54.34) 0.025 ( -0 +15.62, 54.34) (0 +15.62, 54.34) 0.015 (0 +15.62, 54.34) (0 +25.62, 54.54) 0.025 Results. Discharge 38.35 ft' /s Elevation Range 53.83 to 54.54 ft V Flow Area 15.76 ftz Wetted Perimeter 52.05 ft Top.Width 51.24 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] • 3/23/2010 9:16:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 1 of 2 Worksheet for Section A -A (100 Year Storm) Results Normal Depth Critical Depth Critical Slope Velocity -Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Subcritical 0.71 ft ft 0.65 ft 0.00861 ft/ft ft .2.43 ft/s ft/s 0.09 ft V 0.80 ft ft 0.77 0.65 ft Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.71 ft Critical Depth 0.65 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00861 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 3/2312010 9:16:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 2 of 2 • Worksheet for Section A -A (100 Year Peak Flow) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00500 ft/ft Discharge 5.09 ft3 /s Section Definitions • • Station (ft) Elevation (ft) -0 +25.62 Results 54.54 -0 +15.62 54.34 -0 +15.12 ft 54.33 -0 +15.00 53.83 to 54.54 ft 53.83 -0 +13.00 Flow Area 53.99 0 +00.00 54.25 0 +13.00 ft 53.99 0 +15.00 23.24 53.83 0 +15.12 54.33 0 +15.62 54.34 0 +25.62 54.54 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient ( -0 +25.62, 54.54) ( -0 +15.62, 54.34) 0.025 ( -0 +15.62, 54.34) (0 +15.62, 54.34) 0.015 (0 +15.62, 54.34) (0 +25.62, 54.54) 0.025 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 3/23/2010 9:26:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Results Normal Depth 0.35 ft �1 Elevation Range 53.83 to 54.54 ft Flow Area 2.93 ft' Wetted Perimeter 23.81 ft Top Width 23.24 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 3/23/2010 9:26:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Worksheet for Section A -A (100 Year Peak Flow) Results Normal Depth 0.35 ft Critical Depth 0.34 ft Critical Slope 0.00688 ft/ft Velocity 1.74 ft/s ��11 Velocity Head 0.05 ft Specific Energy 0.40 ft Froude Number •0.86 ft Flow Type Subcritical ft/ft GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 ,GVF Output Data Upstream Depth 0.00 ft . Profile Description Profile. Head loss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.35 ft Critical Depth 0.34 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00688 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 3/2312010 9:26:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA ;1- 203 - 755 -1666 Page 2 of 2 • � 0 I• Worksheet for Section B -B (10 Year Storm [Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.00500 ft/ft Normal Depth 0.93 ft Section Definitions Station (ft) Elevation (ft) -0 +50.12 55.95 -0 +44.62 55.84 -0 +44.12 55.83 -0 +44.00 55.33 -0 +02.00 54.03 0 +00.00 53.93 0 +02.00 54.03 0 +18.00 54.35 0 +18.12 54.85 0 +18.62 54.86 0 +22.22 55.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient ( -0 +50.12, 55.95) (0 +22,22, 55.00) 0.020 Results Discharge 87.49 ft' /s Elevation Range 53.93 to 55.95 ft Flow Area 25.40 ft' Wetted Perimeter 47.85 ft Top Width 47.44 ft Normal Depth 0.93 ft Critical Depth 0.85 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.001 3123/2010 9:20:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 66795 USA +1 -203- 755 -1666 Page 1 of 2 Worksheet for Section B -B (10 Year Storm) Results Critical Slope 0.00746 ft/ft Velocity 3.44 ft/s �1 Velocity Head 0.18 ft Specific Energy 1.11 ft Froude Number 0.83 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope' 3/23/2010 9:20:38 AM 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.93 ft 0.85 ft 0.00500 ft/ft 0.00746 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of . 2 • Worksheet for Section B -B (100 Year - Peak Flow) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00500 ft/ft Discharge 5.89 ft3 /s Section Definitions • Station (ft) Elevation (ft) -0 +50.12 -0 +44.62 -0 +44.12 -0 +44.00 -0 +02.00 0 +00.00 0 +02.00 0 +18.00 0 +18.12 0 +18.62 0 +22.22 Roughness Segment Definitions 55.95 55.84 55.83 55.33 54.03 53.93 54.03 54.35 54.85 54.86 55.00 Start Station Ending Station Roughness Coefficient ( -0 +50.12, 55.95) (0 +22.22, 55.00) 0.020 Results Normal Depth 0.35 ft Elevation Range 53.93 to 55.95 ft Flow Area 3.88 ft2 Wetted Perimeter 24.93 ft Top Width 24.92 ft Normal Depth 0.35 ft Critical Depth 0.31 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 3/29/2010 9:50:48 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Worksheet for Section B -B (100 Year - Peak Flow) Results Critical Slope 0.01140 ft/ft Velocity 1.52 ft/s Velocity Head 0.04 ft Specific Energy 0.39 ft Froude Number 0.68 Flow Type Subcritical GVF Input Data p Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/29/2010 9:50:48 AM 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.35 ft 0.31 ft 0.00500 ft/ft 0.01140 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755.1666 Page 2 of 2 Preliminary Hydrology Report City of La Quinta Appendix H Hydraulic Calculations Bechtel "Water Surface Profile" StormCad Storm Drain Worksheets Inlet & Catch Basin Worksheets • 41 • • • E �e s s ga IL �Q m� z88 9 ff is ••i: . - — -j : -• ; . .:� - .. '$ten CL- IrM.Dd k c- ha►;ge :1./,:�5� mss: I ` I ezi 5450 cfs SA :emu Y IJepth 1 Kars O . , . ; I , w i i : J0r4WAMpS , r9e4� N?'i'Adth ' V locvt ' ... . . s ro .:70 . / El reek' Chan�if S[e:t� t .Ya�nES.'fro _8 /d I 0. 1 sR .em n w s. rw bm wr r ""-.4. Dj ego/ 1 L4 40th Avenue COACHELLA VALLEY COUNTY WATER DISTRICT Coachella, California LA allINTA STORMWATER PROJECT WATER SURFACE PROFILE ' Sb 130 ±D$ S 10 10714 10714 4 - -C C — -401 C C "A- :t• ff is ! �i t' &C T N 4NNEG 0 4 5450 cfs SA it Dlsc'h, a : i l . (: . , . ; I , t l : . t i i : .. : � : , , , r9e4� N?'i'Adth ' V locvt ' ... . . s ro P . reek' Chan�if S[e:t� t .Ya�nES.'fro _8 /d I I. ..ag 1 trom 4 3th Avenue proposed storm dl AN. �. outfall in channel .. • . : . a o _.� t v� unu EJeae. dt >orr Gheann� /'.::.=a .! n •.t .'i; .. •� ; .' 'T4servoIII O i t �+ v• . Z v I I� a : . St -'01 3co •• •: y, 75;.. _.. -Cfa it L`vS Wo) WS EL.43.DiC?1..: X08; SD sluff, !I, _ 46,ft in GENERAL PLAN Sca /e: /'- /000' CYSWC Lo Sta 1237040, CYSWC 4! SW/Z27-". I : 1• ! �i t' &C T N 4NNEG _ Pet 5450 cfs SA it Dlsc'h, a : i l . (: . , . ; I , t l : . t i i : .. : � : , , , r9e4� N?'i'Adth ' V locvt ' 50 t�. • {t.• • s ro mot^• 7J=1 Issuea' t .Ya�nES.'fro _8 /d I 0. 1 sR .em n ro s. rw bm wr r ""-.4. Dj ego/ 1 L4 40th Avenue COACHELLA VALLEY COUNTY WATER DISTRICT Coachella, California LA allINTA STORMWATER PROJECT WATER SURFACE PROFILE ' Sb 130 ±D$ S 10 10714 10714 4 - -C C — -401 C C W4 e� •Sr � ft ~tea. ;.. t . - . b�_ .1,400, 1 trom 4 3th Avenue proposed storm dl AN. �. outfall in channel .. • . : . a o _.� t v� unu EJeae. dt >orr Gheann� /'.::.=a .! n •.t .'i; .. •� ; .' 'T4servoIII O i t �+ v• . Z v I I� a : . St -'01 3co •• •: y, 75;.. _.. -Cfa it L`vS Wo) WS EL.43.DiC?1..: X08; SD sluff, !I, _ 46,ft in GENERAL PLAN Sca /e: /'- /000' CYSWC Lo Sta 1237040, CYSWC 4! SW/Z27-". alai --w am 36205 i 1 Issued for Client Approval jN SA / &r /stoeer For A' prova/ 4,L 7J=1 Issuea' For Client Revery $6. /d I 0. 1 sR .em n ro s. rw bm wr r ""-.4. Dj ego/ 1 BECNTEL SAN FRANCISCO COACHELLA VALLEY COUNTY WATER DISTRICT Coachella, California LA allINTA STORMWATER PROJECT WATER SURFACE PROFILE ' Sb o S 10 10714 10714 4 - -C C — -401 C C alai --w am 36205 i 1 Scenario: Base 1 -3 as Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/26/10 01:57:51 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Calculation Results Summary ----------------------------------------------------------------- Scenario: Base >>>> Info: Subsurface Network Rooted by: 0 -1 >>>> Info: Subsurface Analysis iterations: 3 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I I Type I I I I I I I I-------I-------------I------------------- 1 I -8 I Grate Inlet I Grate 24x24 Jensen 1 I -9 I Grate Inlet I Grate 18x18 Jensen I Total I Total I Capture I Gutter I Gutter I Intercepted I Bypassed I Efficiency I Spread I Depth I Flow I Flow I M I (ft) I (ft) I. (cfs) I (cfs) I I I 1 I -7 1 1 Grate I Inlet I I Grate 2 24x24 J Jensen I 1 1 -5 1 1 Curb I Inlet I I Curb COR STD 3 300 -6CF I 1 1 -6 1 1 Curb I Inlet I I Curb COR STD 3 300 -6CF I 1 1 -4 1 1 Grate I Inlet I I Grate 1 18x18 J Jensen I 1 1 -2 1 1 Grate I Inlet I I Grate 2 24x24 J Jensen I I I -1 I I Grate I Inlet I I Grate 1 18x18 J Jensen I I I -3 1 1 Grate I Inlet I I Grate 4 48x48 J Jensen I ------ I ---------- I------------ I-------- I--- - - - - - I 4.35 1 0.00 I 100.0 I 26.93 I 0.54 I 3.40 1 0.00 1 100.0 1 27.25 1 0.55 1 5.29 1 0.00 1 100.0 1 33.09 1 0.66 1 1.36 1 0.00.1 100.0 1 3.64 1 0.26 1 1.36 1 0.00 1 100.0 1 3.64 1 0.26 1 2.27 I 0.00 1 100.0 1 21.06 1 0.42 1 5.89 I 0.00 1 100.0 1 35.44 1 0.71 1 1.60 I 0.00 1 100.0 1 16.93 1 0.34 1 16.95 I 0.00 1 100.0 1 46.20 1 0.92 1 -------------------------------------------- - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I I' of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I I Sections I I I I Flow I (ft /s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I (ft) 1 I- ------ I---------- I--------- I---------- I-------- I-------- I ---------- I ----------- I ------- - - - - - I I P1 -01 1 1 1 54 inch I Circular 1 135.10 1 68.87 1 4.33 1 46.14 1 46.00 1 I P1 -02 I 1 1 54 inch I Circular 1 71.64 1 69.52 1 4.37 1 46.37 1 46.30 -I I P1 -03 I 1 1 54 inch I Circular 1 341.89 1 72.49 1 4.56 1 46.87 1 46.48 1 I P1 -04 1 1 1 54 inch I Circular 1 55.92 1 72.97 1 4.59 1 47.08 1 47.02 1- I P1 -05 I 1 1 54 inch I Circular 1 14.73 1 73.10 1 4.60 1 47.22 1 47.20 1 I P2 -01 1 1 1 24 inch I Circular 1 96.92 1 23.89 1 7.60 1 48.30 1 47.38 1 I P3 -01 1 1 1 48 inch I Circular 1 42.31 1 52.60 1 4.19 1 47.43 1 47.38 1 I P2 -02 I 1 1 24 inch I Circular 1 216.00 1 23.49 1 7.48 1 50.54 1 48.56 1 I P3 -02 ( 1 1 48 inch I Circular 1 45.05 1 52.90 1 4.21 1 47.63 1 47.57 1 I P2 -03 1 1 1 24 inch I Circular 1 288.22 1 19.60 1 6.24 1 52.66 1 50.81 1 I P3 -03 1 1 1 48 inch I Circular 1 '30.23 1 49.85 1 3.97 1 47.73 1 47.70 1 I P2 -04 1 1 1 24 inch I Circular 1 64.70 1 18.12 1 5.77 1 53.17 1 52.82 1 I P2 -08 I 1 1 18 inch I Circular 1 123.12 1 2.58 1 1.46 1 52.88 1 52.82 1 I P4 -01 I 1 1 18 inch I Circular 1 65.78 1 12.19 1 22.69 1 49.32 1 47.79 1 I P3 -04 1 1 1 48 inch I Circular 1 183.79 1 42.68 1 3.40 1 47.93 1 47.79 1 1 P2 -07 1 1 1 18 inch 1 Circular 1 113.12 1 2.27 1 1.28 1 53.36 1 53.32 1 I P2 -05 I 1 1 24 inch I Circular 1 88.38 1 16.88 1 5.37 1 53.73 1 53.32 1 I P2 -10 1 1 1 18 inch I Circular 1 16.26 1 1.36 1 0.77 1 52.89 1 52.89 1 I P2 -09 I 1 1 18 inch I Circular 1 22.64 1 1.36 1 0.77 1 52.89 1 52.89 1 I P2 -06 I 1 1 24 inch I Circular 1 19.26 1 16.95 1 5.40 1 54.07 1 53.97 1 ----------------------------------------------------------------------------------------- - - - - -- I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow I (ft) I Line In I Line Out I I I (cfs) I I (ft) I (ft) I I------- 1-------- I----------- I----------- I------ - - - - -I 10 -1 1 67.64 1 48.00 I 46.00 I 46.00 1 I J1 -1 1 68.87 1 49.60 I 46.30 1 46.14 1 1 J1 -2 1 69.52 1 49.40 1 46.48 1 46.37 1 1 J1 -3 1 72.49 1 53.30 1 47.02 1 46.87 1 1 J1 -4 1 72.97 1 55.00 1 47.20 1 47.08 1 1 MH -1 1 73.10 1 55.00 1 47.38 1 47.22 1 I I -1 1 23.89 1 53.29 1 48.56 1 48.30 1 I J3 -1 1 52.60 1 54.10 1 47.57 1 47.43 1 I I -2 1 23.49 1 53.93 1 50.81 1 50.54 1 I I -7 1 52.90 1 53.12 1 47.70 1 47.63 1 I MH2 -1 1 19.60 1 56.50 1 52.82 1 52.66 1 I J3 -2 1 49.85 1 53.20 1 47.79 1 47.73 1 1 J2 -1 1 18.12 1 56.50 1 53.32 1 53.17 1 I MH2 -2 1 2.58 1 54.90 1 52.89 1 52.88 1 11 -8 1 12.19 1 53.54 1 49.46 1 49.32 1 i 1-9 1 42.68 1 53.68 1 47.96 1 47.93 1 11 -4 1 2.27 1 54.98 1 53.36 1 53.36 1 I J2 -2 1 16.88 1 55.10 1 53.97 1 53.73 1 I I -6 1 1.36 1 54.96 1 52.90 1 52.89 1 1 I -5 1 1.36 1 54.96 1 52.90 1 52.89 1 I I -3 1 16.95 1 54.63 1 54.14 1 54.07 1 ------------------------------------------------ - - - - -- ------------------------------------- Completed: 03/29/2010 12:43:20 PM Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/29/11 3:48 PM © Bentley Systems, Inc. Haestad Methods So ;enter Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I I' of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I I Sections I I I I Flow I (ft /s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I (ft) 1 I- ------ I---------- I--------- I---------- I-------- I-------- I ---------- I ----------- I ------- - - - - - I I P1 -01 1 1 1 54 inch I Circular 1 135.10 1 68.87 1 4.33 1 46.14 1 46.00 1 I P1 -02 I 1 1 54 inch I Circular 1 71.64 1 69.52 1 4.37 1 46.37 1 46.30 -I I P1 -03 I 1 1 54 inch I Circular 1 341.89 1 72.49 1 4.56 1 46.87 1 46.48 1 I P1 -04 1 1 1 54 inch I Circular 1 55.92 1 72.97 1 4.59 1 47.08 1 47.02 1- I P1 -05 I 1 1 54 inch I Circular 1 14.73 1 73.10 1 4.60 1 47.22 1 47.20 1 I P2 -01 1 1 1 24 inch I Circular 1 96.92 1 23.89 1 7.60 1 48.30 1 47.38 1 I P3 -01 1 1 1 48 inch I Circular 1 42.31 1 52.60 1 4.19 1 47.43 1 47.38 1 I P2 -02 I 1 1 24 inch I Circular 1 216.00 1 23.49 1 7.48 1 50.54 1 48.56 1 I P3 -02 ( 1 1 48 inch I Circular 1 45.05 1 52.90 1 4.21 1 47.63 1 47.57 1 I P2 -03 1 1 1 24 inch I Circular 1 288.22 1 19.60 1 6.24 1 52.66 1 50.81 1 I P3 -03 1 1 1 48 inch I Circular 1 '30.23 1 49.85 1 3.97 1 47.73 1 47.70 1 I P2 -04 1 1 1 24 inch I Circular 1 64.70 1 18.12 1 5.77 1 53.17 1 52.82 1 I P2 -08 I 1 1 18 inch I Circular 1 123.12 1 2.58 1 1.46 1 52.88 1 52.82 1 I P4 -01 I 1 1 18 inch I Circular 1 65.78 1 12.19 1 22.69 1 49.32 1 47.79 1 I P3 -04 1 1 1 48 inch I Circular 1 183.79 1 42.68 1 3.40 1 47.93 1 47.79 1 1 P2 -07 1 1 1 18 inch 1 Circular 1 113.12 1 2.27 1 1.28 1 53.36 1 53.32 1 I P2 -05 I 1 1 24 inch I Circular 1 88.38 1 16.88 1 5.37 1 53.73 1 53.32 1 I P2 -10 1 1 1 18 inch I Circular 1 16.26 1 1.36 1 0.77 1 52.89 1 52.89 1 I P2 -09 I 1 1 18 inch I Circular 1 22.64 1 1.36 1 0.77 1 52.89 1 52.89 1 I P2 -06 I 1 1 24 inch I Circular 1 19.26 1 16.95 1 5.40 1 54.07 1 53.97 1 ----------------------------------------------------------------------------------------- - - - - -- I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow I (ft) I Line In I Line Out I I I (cfs) I I (ft) I (ft) I I------- 1-------- I----------- I----------- I------ - - - - -I 10 -1 1 67.64 1 48.00 I 46.00 I 46.00 1 I J1 -1 1 68.87 1 49.60 I 46.30 1 46.14 1 1 J1 -2 1 69.52 1 49.40 1 46.48 1 46.37 1 1 J1 -3 1 72.49 1 53.30 1 47.02 1 46.87 1 1 J1 -4 1 72.97 1 55.00 1 47.20 1 47.08 1 1 MH -1 1 73.10 1 55.00 1 47.38 1 47.22 1 I I -1 1 23.89 1 53.29 1 48.56 1 48.30 1 I J3 -1 1 52.60 1 54.10 1 47.57 1 47.43 1 I I -2 1 23.49 1 53.93 1 50.81 1 50.54 1 I I -7 1 52.90 1 53.12 1 47.70 1 47.63 1 I MH2 -1 1 19.60 1 56.50 1 52.82 1 52.66 1 I J3 -2 1 49.85 1 53.20 1 47.79 1 47.73 1 1 J2 -1 1 18.12 1 56.50 1 53.32 1 53.17 1 I MH2 -2 1 2.58 1 54.90 1 52.89 1 52.88 1 11 -8 1 12.19 1 53.54 1 49.46 1 49.32 1 i 1-9 1 42.68 1 53.68 1 47.96 1 47.93 1 11 -4 1 2.27 1 54.98 1 53.36 1 53.36 1 I J2 -2 1 16.88 1 55.10 1 53.97 1 53.73 1 I I -6 1 1.36 1 54.96 1 52.90 1 52.89 1 1 I -5 1 1.36 1 54.96 1 52.90 1 52.89 1 I I -3 1 16.95 1 54.63 1 54.14 1 54.07 1 ------------------------------------------------ - - - - -- ------------------------------------- Completed: 03/29/2010 12:43:20 PM Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/29/11 3:48 PM © Bentley Systems, Inc. Haestad Methods So ;enter Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow I (ft) I Line In I Line Out I I I (cfs) I I (ft) I (ft) I I------- 1-------- I----------- I----------- I------ - - - - -I 10 -1 1 67.64 1 48.00 I 46.00 I 46.00 1 I J1 -1 1 68.87 1 49.60 I 46.30 1 46.14 1 1 J1 -2 1 69.52 1 49.40 1 46.48 1 46.37 1 1 J1 -3 1 72.49 1 53.30 1 47.02 1 46.87 1 1 J1 -4 1 72.97 1 55.00 1 47.20 1 47.08 1 1 MH -1 1 73.10 1 55.00 1 47.38 1 47.22 1 I I -1 1 23.89 1 53.29 1 48.56 1 48.30 1 I J3 -1 1 52.60 1 54.10 1 47.57 1 47.43 1 I I -2 1 23.49 1 53.93 1 50.81 1 50.54 1 I I -7 1 52.90 1 53.12 1 47.70 1 47.63 1 I MH2 -1 1 19.60 1 56.50 1 52.82 1 52.66 1 I J3 -2 1 49.85 1 53.20 1 47.79 1 47.73 1 1 J2 -1 1 18.12 1 56.50 1 53.32 1 53.17 1 I MH2 -2 1 2.58 1 54.90 1 52.89 1 52.88 1 11 -8 1 12.19 1 53.54 1 49.46 1 49.32 1 i 1-9 1 42.68 1 53.68 1 47.96 1 47.93 1 11 -4 1 2.27 1 54.98 1 53.36 1 53.36 1 I J2 -2 1 16.88 1 55.10 1 53.97 1 53.73 1 I I -6 1 1.36 1 54.96 1 52.90 1 52.89 1 1 I -5 1 1.36 1 54.96 1 52.90 1 52.89 1 I I -3 1 16.95 1 54.63 1 54.14 1 54.07 1 ------------------------------------------------ - - - - -- ------------------------------------- Completed: 03/29/2010 12:43:20 PM Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/29/11 3:48 PM © Bentley Systems, Inc. Haestad Methods So ;enter Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 ------------------------------------- Completed: 03/29/2010 12:43:20 PM Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/29/11 3:48 PM © Bentley Systems, Inc. Haestad Methods So ;enter Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Scenario: Base Inlet Report Label Inlet Clogging Factor. M Headloss Method Rim Elev (ft) Sump Elev (ft) Structure Depth (ft) Area (acres) Tc (min) I (in /hr) Inlet C Intercepted Rational Flow (cfs) External CA (acres) External Tc (min) HGL In (ft) HGL Out (ft) System Flow Time (min) ' System Rational Flow (cfs) 1 -1 Grate 18x18 Jensen 50.0 AASHTO 53.29 38.90 14.39 0.22 5.51 8.29 0.87 1.60 0.00 0.00 48.56 48.30 13.08 23.89 1 -2 Grate 24x24 Jensen 50.0 AASHTO 53.93 42.60 11.33 1.04 8.34 6.47 0.87 5.89 0.00 0.00 50.81 50.54 12.60 23.49 1 -3 Grate 48x48 Jensen 50.0 AASHTO 54.63 50.63 4.00 3.54 11.31 5.41 0.88 16.95 0.00 0.00 54.14 54.07 11.31 16.95 1-4 Grate 18x18 Jensen 50.0 AASHTO 54.98 50.98 4.00 0.31 5.56 8.24 0.88 2.27 0.00 0.00 53.36 53.36 5.56 2.27 1 -5 Curb COR STD 300 -6CF AASHTO 54.46 50.90 4.06 0.18 5.00 8.75 0.86 1.36 0.00 0.00 52.90 52.89 5.00 1.36 1 -6 Curb COR STD 300 -6CF AASHTO 54.46 50.96 4.00 0.18 5.00 8.75 0.86 1.36 0.00 0.00 52.90 52.89 5.00 1.36 1 -7 Grate 24x24 Jensen 50.0 AASHTO 53.12 35.87 17.25 0.85 7.13 7.10 0.87 5.29 0.00 0.00 47.70 47.63 15.79 52.90 1 -8 Grate 24x24 Jensen 50.0 AASHTO 53.54 48.00 5.54 0.71 7.31 6.99 0.87 4.35 1.33 8.98 49.46 49.32 8.98 12.19 1-9 1 Grate 18x18 Jensen 1 50.01 AASHTO 1 53.681 38.001 15.681 0.501 6.171 7.731 0.871 3.401 8.911 14.761 47.961 47.931 14.761 42.68 4 Title: CITY OF LA QUINTA Project Engineer: DLS is \ ... \1920 city of la quinta a.stm StormCAD v5.6 [05.06.012.00] 03/29/10 12:44:12 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base Pipe Report Label Material Mannings n Section Size Length (ft) Full Capacity (cfs) Total System Flow (cfs) Up Grnd Elev (ft) Down Grnd Elev (ft) Up Inv Elev (ft) Down Inv Elev (ft) Slope (ft/ft) Avg Vel (ft1s) HGL In (ft) HGL Out (ft) Flow Time (min) P1 -01 PVC 0.012 54 inch 135.10 117.35 68.87 49.60 48.00 33.41 33.00 0.0030 4.33 46.14 46.00 17.92 P1 -02 PVC 0.012 54 inch 71.64 115.34 69.52 49.40 49.60 33.62 33.41 0.0029 4.37 46.37 46.30 17.64 P1 -03 PVC 0.012 54 inch 341.89 116.92 72.49 53.30 49.40 34.65 33.62 0.0030 4.56 46.87 46.48 16.39 P1 -04 PVC 0.012 54 inch 55.92 117.45 72.97 55.00 53.30 34.82 34.65 0.0030 4.59 47.08 47.02 16.19 P1 -05 PVC 0.012 54 inch 14.73 96.14 73.10 55.00 55.00 34.85 34.82 0.0020 4.60 47.22 47.20 16.14 P2 -01 PVC 0.012 24 inch 96.92 32.07 23.89 53.29 55.00 39.01 37.35 0.0171 7.60 48.30 47.38 13.08 P2 -02 PVC 0.012 24 inch 216.00 32.12 23.49 53.93 53.29 42.72 39.01 0.0172 7.48 50.54 48.56 12.60 P2 -03 PVC 0.012 24 inch 288.22 32.12 19.60 56.50 53.93 47.67 42.72 0.0172 6.24 52.66 50.81 11.83 P2 -04 PVC 0.012 24 inch 64.70 32.10 18.12 56.50 56.50 48.78 47.67 0.0172 5.77 53.17 52.82 11.64 P2 -05 PVC 0.012 24 inch 88.38 32.14 16.88 55.10 56.50 50.30 48.78 0.0172 5.37 53.73 53.32 11.37 P2 -06 PVC 0.012 24 inch 19.26 32.08 16.95 54.63 55.10 50.63 50.30 0.0171 5.40 54.07 53.97 11.31 P2 -07 PVC 0.012 18 inch 113.12 15.87 2.27 54.98 56.50 50.98 48.78 0.0194 1.28 53.36 53.32 5.56 P2 -08 . PVC 0.012 18 inch 123.12 16.57 2.58 54.90 56.50 50.28 47.67 0.0212 1.46 52.88 52.82 5.49 P2 -09 PVC 0.012 18 inch 22.64 19.66 1.36 54.96 54.90 50.96 50.28 0.0299 0.77 52.89 52.89 5.00 P2 -10 PVC 0.012 18 inch 16.26 23.27 1.36 54.96 54.90 50.96 50.28 0.0418 0.77 52.89 52.89 5.00 P3 -01 PVC 0.012 48 inch 42.31 155.03 52.60 54.10 55.00 35.52 35.10 0.0099 4.19 47.43 47.38 15.97 P3 -02 PVC 0.012 48 inch 45.05 .. 155.52 52.90 53.12 54.10 35.97 35.52 0.0100 4.21 47.63 47.57 15.79 P3 -03 PVC 0.012 48 inch 30.23 157.57 49.85 53.20 53.12 36.28 35.97 0.0103 3.97 47.73 47.70 15.66 P3 -04 PVC 0.012 48 inch 183.79 155.27 42.68 53.68 53.20 38.11 36.28 0.0100 3.40 47.93 47.79 14.76 P4 -01 PVC 0.012 118 inch 1 65.781 48.031 12.191 53.541 53.201 48.001 36.281 0.17821 22.691 49.321 47.791 8.98 Title: CITY OF LA QUINTA is \ ... \1920 city of la quinta a.stm 03/29/10 12:44:32 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: DLS StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario: Base 1 - -1s 1 -10 1 -9 Title: City of La Quinta Project Engineer: dls is \ ... \1920 city of la quinta b.stm StormCAD v5.6 [05.06.012.00] 03/26/10 02:01:41 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Calculation Results Summary Scenario: Base >>>> Info: Subsurface Network Rooted by: I -9 >>>> Info: Subsurface Analysis iterations: 3 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I I Section Inlet I Total I Total I Capture I Gutter I Gutter I I I Type I I Size I Intercepted I Bypassed I Efficiency I Spread I Depth I I I I I I Flow I Flow I M I (ft) I (ft) I I I I 48.05 1 I (cfs) I (cfs) I ---------- ------------ I I -------- I --- - - - - - I- ------ 1 1-14 I------------- I---------------------- 1 Curb Inlet I Curb I-- COR STD 300 -6CF I ----------- 1.83 I I 1 0.00 1 100.0 I I 1 3.82 1 I 0.29 1 1 I -13 1 Curb Inlet I Curb COR STD 300 -6CF 1 1.83 1 0.00 1 100.0 1 3.82 1 0.29 1 1 I -15 1 Curb Inlet I Curb COR STD 300 -6CF I 2.55 1 0.00 1 100.0 1 10.70 1 0.33 1 1 I -17 1 Grate Inlet I Grate 24x24 Jensen I 6.99 1 0.00 1 100.0 1 36.37 1 0.73 1 1 I -18 1 Grate Inlet I Grate 48x48.Jensen 1 16.74 1 0.00 1 100.0 1 45.84 1 0.92 1 1 I -16 1 Curb Inlet I Curb COR STD 300 -6CF 1 2.55 1 0.00 1 100.0 1 10.70 1 0.33 1 1 1 -12 1 Grate Inlet I Grate 48x48 Jensen 1 17.72 1 0.00 1 100.0 1 47.50 1 0.95 1 1 I -11 I Grate Inlet I Grate 24x24 Jensen 1 4.68 1 0.00 1 100.0 1 30.61 1 0.61 1 1 I -10 ------------------------------------------------------------------------------------------------ I Grate Inlet I Grate 24x24 Jensen 1 5.26 1 0.00 1 100.0 1 32.98 1 0.66 1 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: I -9 inch I Circular 1 166.72 1 26.92 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I I Sections I 40.70 I I I----------- I 1 47.96 1 I Flow I (ft /s) I Upstream I Downstream I I I 48.05 1 I 39.44 I I 1 48.46 1 I (cfs) I I (ft) ----------- I (ft) 1 ------- - - - - - I- ------ I---------- I P3 -05 I 1 I--------- 1 48 inch I---------- I-------- 1 Circular 1 127.82 I-------- 1 42.15 I---------- I I 3.35 1 48.05 I I 1 47.96 1 I P3 -07 1 1 1 36 inch I Circular 1 53.70 1 39.44 1 5.58 1 48.32 1 48.16 1 I P3 -06 1 1 1 18 inch I Circular 1- 8.39 1 5.26 1 2.98 1 48.18 1 48.16 1 I P3 -08 1 1 1 36 inch I Circular 1 14.08 1 39.53 1 5.59 1 48.51 1 48.46 1 I P5 -01 1 1 1 30 inch I Circular 1 119.25 1 26.09 1 5.32 1 49.20 1 48.79 1 I P3 -09 I 1 1 24 inch I Circular 1 90.50 I 20.73 1 6.60 1 49.44 1 48.79 1 1 P5 -02 I 1 1 30 inch I Circular 1 32.36 1 26.23 1 5.34 1 49.55 1 49.44 1 I P3 -10 I 1 1 24 inch I Circular 1 162.00 1 17.48 1 5.57 1 50.47 1 49.65 1 I P5 -03 I 1 1 30 inch I Circular 1 166.72 1 26.92 1 5.48 1 50.40 1 49.79 1 I P3 -11 I 1 1 24 inch I Circular 1 52.00 1 17.72 1 5.64 1 51.00 1 50.73 1 I P5 -04 1 1 1 18 inch I Circular 1 25.35 1 1.83 1 14.08 1 50.49 1 50.52 1 I P5 -05 I 1 1 18 inch I Circular 1 9.19 1 1.83 1 20.08 1 50.49 1 50.52 1 1 P5 -06 I 1 1 30 inch I Circular 1 322.52 1 25.53 1 5.20 1 51.59 1 50.52 1 1 P5 -08 1 1 1 30 inch I Circular 1 25.43 1 23.60 1 4.81 1 51.86 1 51.79 1 I P5 -07 1 1 1 18 inch I Circular 1 9.02 1 2.55 1 1.44 1 51.79 1 51.79 1 I P5 -09 1 1 1 24 inch.I Circular 1 33.40 1 21.64 1 6.89 1 52.29 1 52.03 1 I P5 -10 1 1 1 24 inch I Circular 1 63.71 1 16.48 1 5.25 1 52.78 1 52.49 1 I P5 -13 1 1 1 18 inch I Circular 1 60.74 1 6.99 1 3.95 1 52.72 1 52.49 1 1 P5 -11 1 1 1 24 inch I Circular 1 92.90 1 16.72 1 5.32 1 53.44 1 53.01 1 1 P5 -12 1 ----------------------------------------------------------------------------------------- 1 1 24 inch I Circular 1 9.90 1 16.74 1 5.33 1 53.72 1 53.68 1 - - - - -- I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow I (ft) I Line In I Line Out I I I ------ (cfs) I ----------- I (ft) I (ft) I ------ - - - - - I- I-------- 1 I -9 1 40.70 I 1 53.68 I----------- I 1 47.96 1 I 47.96 1 1 J3 -3 1 42.15 1 54.20 I 48.16 1 48.05 1 1 J3 -4 1 39.44 1 54.70 1 48.46 1 48.32 1 1 I -10 1 5.26 1 54.00 1 48.20 1 48.18 1 1 MH3 -1 1 39.53 1 54.50 1 48.79 1 48.51 1 1 J4 -1 1 26.09 1 56.00 1 49.44 1 49.20 1 I I -11 1 20.73 1 53.86 1 49.65 1 49.44 1 I J4 -2 1 26.23 1 55.00 1 49.79 1 49.55 1 I J3 -5 1 17.48 1 54.30 1 50.73 1 50.47 1 1 MH4 -1 1 26.92 1 53.90 1 50.52 1 50.40 1 I I -12 1 17.72 1 52.94 1 51.08 1 51.00 1 1 I -13 1 1.83 1 54.19 1 50.50 1 50.49 1 1 1-14 1 1.83 1 54.19 1 50.50 1 50.49 1 1 MH4 -2 1 25.53 1 54.00 1 51.79 1 51.59 1 1 I -16 1 23.60 1 54.33 1 52.03 1 51.86 1 1 I -15 1 2.55 1 54.33 1 51.80 1 51.79 1 1 MH4 -3 1 21.64 1 55.00 1 52.49 1 52.29 1 1 J4 -3 1 16.48 1 55.40 1 53.01 1 52.78 1 1 I -17 1 6.99 1 54.92 1 52.76 1 52.72 1 1 J4 -4 1 16.72 1 54.80 1 53.68 1 53.44 1 1 I -18 1 ------------------------------------------------ 16.74 1 54.62 1 53.79 1 53.72 1 - - - - -- ----------------------------------------------------------------- Completed: 03/29/2010 12:45:20 PM Title: City of La Quinta Project Engineer: dls is \ ... \1920 city of la quinta b.stm StormCAD v5.6 [05.06.012.00] 03/29/1( i:45 PM © Bentley Systems, Inc. Haestad Methods Sol :enter Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • • • Scenario: Base Inlet Report Label Inlet Clogging Factor M Headloss Method Rim Elev (ft) Sump Elev (ft) Structure Depth (ft) Area (acres) Tc (min) I (in /hr) Inlet C - Intercepted Rational Flow (cfs) Extemal CA (acres) Extemal Tc (min) HGL In (ft) HGL Out (ft) System Flow Time (min) System Rational Flow (cfs) 1 -10 Grate 24x24 Jensen 50.0 AASHTO 54.00 39.40 14.60 0.74 5.71 8.11 0.87 5.26 0.00 0.00 48.20 48.18 5.71 5.26 1 -11 Grate 24x24 Jensen 50.0 AASHTO 53.86 42.00 11.86 0.64 5.45 8.34 0.87 4.68 0.00 0.00 49.65 49.44 7.21 20.73 1 -12 Grate 48x48 Jensen 50.0 AASHTO 52.94 48.84 4.10 .2.71 6.57 7.45 0.87 17.72 0.00 0.00 51.08 51.00 6.57 17.72 1 -13 Curb COR STD 300 -6CF AASHTO 53.69 49.69 4.50 0.30 7.53 6.87 0.88 1.83 0.00 0.00 50.50 50.49 7.53 1.83 1 -14 Curb COR STD 300 -6CF AASHTO 53.69 49.69 4.50 0.30 7.53 6.87 0.88 1.83 0.00 0.00 50.50 50.49 7.53 1.83 1 -15 Curb COR STD 300 -6CF AASHTO 53.83 49.83 4.50 0.44 8.08 6.59 0.87 2.55 0.00 0.00 51.80 51.79 8.08 2.55 1 -16 Curb COR STD 300 -6CF AASHTO 53.83 47.00 7.33 0.44 8.08 6.59 0.87 2.55 0.00 0.00 52.03 51.86 11.82 23.60 1 -17 Grate 24x24 Jensen 50.0 AASHTO 54.92 50.92 4.00 1.13 7.37 6.96 0.88 6.99 0.00 0.00 52.76 52.72 7.37 6.99 1-18 1 Grate 48x48 Jensen 1 50.01 AASHTO 54.621 50.62 1 4.00 1 3.48 1 11.21 5.43 1 0.88 1 16.74 1 0.00 1 0.00 53.79 1 53.72 1 11.21 16.74 Title: City of La Quinta is \ ... \1920 city of la quinta b.stm 03129/10 12:46:08 PM 0 © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Project Engineer: dls StormCAD v5.6 [05.06.012.00] Page 1 of 1 Scenario: Base Pipe Report Label Material Mannings n Section Size Length (ft) Full Capacity (cfs) Total System Flow (cfs) Up Grnd Elev (ft) Down Grnd Elev (ft) Up Inv Elev (ft) Down Inv Elev (ft) Slope (ft/ft) Avg Vel (ft/s) HGL In (ft) HGL Out (ft) Flow Time (min) P3 -05 PVC 0.012 48 inch 127.82 155.71 42.15 54.20 53.68 39.39 38.11 0.0100 3.35 48.05 47.96 14.12 P3 -06 PVC 0.012 18 inch 8.39 11.79 5.26 54.00 54.20 39.48 39.39 0.0107 2.98 48.18 48.16 5.71 P3 -07 PVC 0.012 36 inch 53.70 76.37 39.44 54.70 54.20 39.99 39.39 0.0112 5.58 48.32 48.16 13.96 P3 -08 PVC 0.012 36 inch 14.08 77.02 39.53 54.50 54.70 40.15 39.99 0.0114 5.59 48.51 48.46 13.92 P3 -09 PVC 0.012 24 inch 90.50 24.57 20.73 53.86 54.50 42.06 41.15 0.0101 6.60 49.44 48.79 7.21 P3 -10 PVC 0.012 24 inch 162.00 24.51 17.48 54.30 53.86 43.68 42.06 0.0100 5.57 50.47 49.65 6.72 P3 -11 PVC 0.012 24 inch 52.00 77.94 17.72 52.94 54.30 48.94 43.68 0.1012 5.64 51.00 50.73 6.57 P5 -01 PVC 0.012 30 inch 119.25 44.39 26.09 56.00 54.50 41.59 40.40 0.0100 5.32 49.20 48.79 13.54 P5 -02 PVC 0.012 30 inch 32.36 44.87 26.23 55.00 56.00 41.92 41.59 0.0102 5.34 49.55 49.44 13.44 P5 -03 PVC 0.012 30 inch 166.72 44.47 26.92 53.90 55.00 43.59 41.92 0.0100 5.48 50.40 49.79 12.94 P5 -04 PVC 0.012 18 inch 25.35 53.48 1.83 54.19 53.90 49.69 44.09 0.2209 14.08 50.49 50.52 7.53 P5 -05 PVC 0.012 18 inch 9.19 88.83 1.83 54.19 53.90 49.69 44.09 0.6094 20.08 50.49 50.52 7.53 P5 -06 PVC 0.012 30 inch 322.52 44.47 25.53 54.00 53.90 46.82 43.59 0.0100 5.20 51.59 50.52 11.90 P5 -07 PVC 0.012 18 inch 9.02 60.03 2.55 54.33 54.00 49.83 47.32 0.2783 1.44 51.79 51.79 8.08 P5 -08 PVC 0.012 30 inch 25.43 44.93 23.60 54.33 54.00 47.08 46.82 0.0102 4.81 51.86 51.79 11.82 P5 -09 PVC 0.012 24 inch 33.40 32.01 21.64 55.00 54.33 47.75 47.18 0.0171 6.89 52.29 52.03 11.73 P5 -10 PVC 0.012 24 inch 63.71 32.20 16.48 55.40 55.00 48.85 47.75 0.0173 5.25 52.78 52.49 11.53 P5 -11 PVC 0.012 24 inch 92.90 32.16 16.72 54.80 55.40 50.45 48.85 0.0172 5.32 53.44 53.01 11.24 P5 -12 PVC 0.012 24 inch 9.90 32.11 16.74 54.62 54.80 50.62 50.45 0.0172 5.33 53.72 53.68 11.21 P5 -13 I PVC 1 0.012 18 inch 1 60.741 24.951 6.991 54.921 55.001 50.921 48.001 0.04811 3.951 52.721 52.491 7.37 Title: City of La Quinta Project Engineer: dls is \ ... \1920 city of la quinta b.stm StormCAD v5.6 [05.06.012.00] 03/29/10 12:46:31 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • INLET SUMMARY CITY OF LA QUINTA JN 1920 ' 100 YEAR PEAK FLOWS INLET DRAINAGE Q100 Tc . INTENSITY AREA C VALUE DESIGNATION AREA (cfs) (min) (in /hr) (acres) . I -1 C9 1.60. 5.51 8.27 0.22 0.87 -2 C8 5.89 8.34 6.47 1.04 0.87 -3 A3 16.95 11.31 5.41 3.54 0.88 I-4 A4 2.27 5.56 8.22 0.31 0.88 -5 B1 1.37 5.00 8.75 0.18 0:88 I-6 B1 1.37 5.00 8.75 0.18 0.88 -7 C7. 5.29 7.13 7.10 0.85 0.87 I -8 C5 8.34 8.98 6.20 1.54 0.87 C6 4.35 7.31 7.00 0.71 0.87 1 =9 C4 3.40 6.17 7.73 0.50 0.87 -10 C3 5.26 5.71 8.09 0.74 0.87 -11 C2 .4:68 5.45 8.32 0.64 0.87 -12 Cl 17.72 6.57 7.45 2.71 0.87 -13 B3 1.83 7.53 6.87 0.30 0.88 -14 B3 1.83 7.53 6.87 0.30 0.88 I -15 B2 2.55 8.08 6.59 0.44. 0.88 . I -16 B2 2.55 8.08 6.59. 0.44 0.88 I -17 A2 6.99 7.37 6:96. 1.13 0.88 • I -18 Al 16.74 11.21 5.43 3.48 0.88 19.23 CITY OF LA QUINTA HIGHWAY 111 & DUNE PALMS VISA JOB NO 1920 GRATED INLET SIZING ORIFICE EQUATION Q T Ca Ag (2 gd 10.5 f• REARRANGING FOR d z d= Q 2g Co Ag f Co 0.67. CLOGGING FACTOR 50% INLET NUMBER Q100 cfs) GRATE SIZE GROSS AREA (s -ft HW DEPTH (ft) 1 -1 1.62 18x18 1.60. 0.14 1 -2 5.90 24x24. 3.23 0.46 1 -3 16.97 48x48 12.34 0.26 1-4 2.27 18x18 1.60. 0.28 1 -7 5.29 2424 3.23 0.37 1 -8 4.35 24x24 3.23 0.25 1 -9 3.39 18x18 1.60 0.62 1 -10 5.26 24x24 3.23 0.37 1 -11 4.68 24x24 3.23 0.29 1 -12 17.71 ' 48x48 12.34 0.29 1 -17 6.97 24x24 123 0.65 1-18 1 16.781 48x48 1 12.341 0.26 • CATCH BASI? PROJECT: TRACT /PARCEL JOB # CATCH BASIN ,# I SIZING (SUMP CONDITION) CITY - F —XQ,UINTA :FiIGHi(VA`('1`11 / DWNE`FlkLA4S,':,ROAD 1920. . CB5 & CB6 The capacity of a curb - opening inlet in a sag depends on water depth at the curb, the curb opening length, and the height of the curb opening: The inlet operates as a weir to depths equal to the curb opening height and as an orifice at depths greater than 1.4 times the opening height. The weir location for a depressed curb- opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter and the length.of the curb opening. For the purposes of this worksheet all equations are based on the assumption that: dm. = d + (PUE /RW Dist' Slope) For catch basins 12 feet in length and smaller Q= Cw(L +1.8W)dt.s Where: C,N = 2,3 L = Curb opening length (ft) W = Lateral width of depression (ft) d =depth at curb measured form the normal cross slope (ft) (i.e.d =TS.) Solving for L: Q L = —1.8W G,w�1.5 • For catch basins greater than 12 feet in length: Q = 3.087Ldt.s Solving for L: Q L= 3.087d 1.5 KNOWN: Total Flow 2.73 cfs Divided Flow Y Curb Type 6 Cross Slope 0.02 ft/ft Gutter.Width 2 ft Gutter Depression 1.40 in Local Depression Width 4 ft Local Depression Depth 4 in PUE /RW Width 10 PUE /RW Slope .0.02 ft/ft dmax 0.58 ft Total Intercepted Flow 1.37 cfs Length Required: 4.00 ft LENGTH USED: Oft d 0.14 ft 1.69 in Gutter Depth 0.26 ft 3.09 in Spread 7.05 ft • Depth at Depression, 0.59 ft 7.09 in Worksheet for Curb Inlet In Sag - CB 5 & CB 6 MP j.eetj.Q$.Ecj"--i fi ' ilt-1 , i 0 011 W11 .1, ?2- Solve For Spread* `Input Discharge 1.37 fts/s Gutter Width 2.00 ft Gutter Cross.Slo.pe 0.08 ft/ft Road Cross Slope 0.02.. ft/ft Curb Opening Length 4.00 ft Opening Height 0.73 ft Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 •degrees Spread 3.66 ft Depth 0.26 ft Gutter Depression 0.12 ft Total Depression 0.45 ft % Bentl 6y Systems, Inc. Haestad Methods Solution Center Bentley FlowMast er [08.01. 066.00] 3/291201010:30:23 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Page 1 of 1 CATCH BASIN SIZING (SUMP CONDITION) PROJECT: • CITY OF LA QUINTA TRACT /PARCEL HIGHWAY 111 / DUNE PALMS ROAD - JOB # 1920 CATCH BASIN # CB13 & CB:14 The capacity of a curb- opening inlet in a sag.depends on water depth at the curb, the, curb opening length, and the height of the curb opening. The inlet operates as a weir to depths equal to the curb opening height and as an orifice at depths greater than 1.4 times the opening height. The weir location for a depressed curb - opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter and.the length of .the curb opening. For the purposes of this worksheet all equations are based on the assumption that: cl � = d + (PUE /RW Dist' Slope) For catch basins 12 feet in length and smaller: Q= Cw(L +1.8ff�d1'5 Where: CW = 2.3 L = Curb opening length (ft) W­ Lateral width of depression (ft) d =depth at curb measured form the normal cross slope (ft) (Leal =TS,) Solving for L: L= Cwd1.5 • For catch basins greater than 12 feet in length: Q= 3.08Ma"5 Solving for L: Q L =. 3.087d'-s KNOWN: Total Flow 3.66 cfs Divided Flow' Y. . Curb Type 6 Cross Slope 0.02.fVft Gutter Width 2 ft Gutter Depression 1.40 in Local Depression Width 4 ft Local Depression Depth 4 in PUE /RW Width .10 PUE /RW Slope 0.02 ft/ft daiax .. 0.58 ft Total Intercepted Flow 1.83 cfs Length Required: 4.00 ft LENGTH USED: Oft d 0.17 ft 2.06 in Gutter Depth 0.29 ft 3.45 in Spread 8.58 ft • Depth at Depression 0.62 ft' 7.45 in Worksheet for Curb Inlet In Sag - CB 13 & CB14 Solve For Spread ',e-� p�c-. nMf- ....T'rlA �y?��m���F��� {.�5�.�S�z: �c..0 :.k, d' � av+<.14%}3',�C1.'j .d�'F.�SSiu. a L». L': {� ..K• i?$� ?a�..i- j2,`�i ��.'J}g2.2y'�Ti' � n �dR �'w`�':.5�� ie.N.! Discharge 1.83 ft3 /s Gutter Width 2.00 ft Gutter Cross Slope 0.08. ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.73 ft Curb Throat. Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees "a r ° "Res'ults ;: l�tala2.)Ytw.. Spread 3.85 ft Depth 0.29 ft Gutter Depression 0.12 ft Total Depression 0.45 ft. Bentley Systems, Inc. Haestad Methods Solution Center, Bentley FlowMaster [08.01.066.00] 3129/2010 10:36:42 AM 27 Siemons Company Drive Suite 200 W Watertown; CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • CATCH BASIN SIZING (SUMP CONDITION) PROJECT: CITY OF LA QUINTA TRACT /PARCEL HIGHWAY 111 / DUNE PALMS ROAD JOB # 1920 CATCH BASIN # CB15 & CB16 The capacity of a curb- opening inlet in a sag depends on water depth at the curb, the curb opening length, and the height of the curb opening. The inlet operates as a weir to depths equal to the curb opening height and as.an orifice at depths greater than 1.4 times the opening height. The weir location for a depressed curb - opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter and the length of the curb opening. For the purposes of this worksheet all equations are based on the assumption that: dmax = d + (PUE /RW Dist . Slope) For catch basins 12 feet in length and smaller: Q= C,v(L +1.Wi )d'-' Where: C„; = 2.3 . L = Curb opening length (ft) W = Lateral width of depression (ft) d =depth at curb measured form the normal cross slope (ft) (i.e.d =TS.) Solving for L: L = Q )--1.8w Cwdt.s • For catch basins greater than 12 feet in length: Q= 3.087LCI" Solving for L: Q L =. 3:087d"' KNOWN: Total Flow 5.09 cfs Divided Flow Y Curb Type 6 Cross Slope 0.02 ft/ft Gutter Width 2 ft Gutter Depression 1.40 in Local Depression Width 4 ft Local Depression Depth 4 in PUE/RW Width 10 PUE/RW Slope 0`02 ft/ft dmax 0.58 ft Total Intercepted Flow 2.55 cfs' Length Required: 4.00 ft ` LENGTH USED: 1ft d 0.21 ft 2.56 in Gutter Depth 0.33 ft 3.96 in Spread 10.69 ft Depth at Depression 0.66 It 7.96 in Worksheet for Curb Inlet In Sag - CB 15 & 16 �P�o e'a`t D`'esc It on �" ; '�° � ��' � ,�4 �a ��.� �� • r �, �:����"p� �� ,•; ��°���'� d���� "� s.1..r��� ,:per.,:...- . �a�•: _... � >.� = ��" �.'.E_ �,:, F�- a:�:ssy' �,rtk- Solve For Spread Discharge 2.55 ft3 /s Gutter Width 2.00 ft Gutter Cross Slope 0.08 ft/ft Road Cross Slope 0.02 ft/ft, Curb Opening Length 4.00 ft Opening Height 0.73 ft Curb Throat Type Inclined Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 66.00 degrees i�*< zs 43�5�'i °'".�•rr� -� r� 7 'a""rr "�°'' 14 "� <a y r-r�'-: � `Results,'��,,;�.� � �� [� r� � z4 ,�.�». � s'��, r � r ..�.t�.;?��j'�. .� ��°}x rrK" r'•,'�7` s .tea-'.; � fi�'a�� fr." �.• •.. "�. -,; �E: VrYK-:-< aax--,.•. a` 7.. .ru7.' {`YI.A`3:<- s:.'. ->4.t_ 5ra• ,7.'i"�:h�...n�S�Y_S tE. .. .s.^... .e .i:+v0...1,.� .a. ' .w.�..+i- .a.....aw...�.�`�.%.'4 ,, i7 Spread 10.69 ft Depth 0.33 ft Gutter Depression 0.12 ft Total Depression 0.45 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00) 3/2912010 10:33:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 1 I Preliminary Hydrology Report City of La Quinta Appendix I RCWQMP Exhibit C Worksheets 40 0 • Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 2 • Design Procedure for BMP Design Flow Uniform Intensity Design Flow Designer: DLS Company: MSA Consulting Inc. Date: March 5, 2010 Project: City of La Quinta Highway 111 and Dune Palms Road Drainage Area: Drainage Area A 1. Determine the Tributary Area to the BMP (kib) Atftb 8.46 acres (1) 2. Determine the impervious area ratio (i) a. Determine the impervious area within Aft A;mp= 7.61 acres b. Calculate I = Al Atrib (Note: Rounded to nearest 5 %) i= 90% (2) 3. Determine Runoff Coefficient C Use Table 4 and, impervious % (2) A Soil Runoff Coefficient Ca= 0.82 (3) B Soil Runoff Coefficient Cb= 0.82 (4) C Soil Runoff Coefficient Cc= 0.83 (5) D Soil Runoff. Coefficient Cd= 0.84 (6) 4. Determine the Area Decimal Fraction of Each Soil Type A. Area of Soil Type W/ (1) 0.00 acres A.= 0.00 (7) A. Area of Soil Type 'B ' / (1) 8.46 acres Ab= 1.00 (8) A. Area of Soil Type 'C'/ (1) 0.00 acres Ac= 0.00 (9) A. Area of Soil Type'D'/ (1) 0.00 acres Ad= 0.00 (10) 5. Determine Runoff Coefficient C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 0.82 (11) 6. Determine BMP Design Flow QBMP = C'I'A = (11) x 0.2 x (1) QBMP= 1.39 cfs (12) Notes: Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 2 Design Procedure for BMP Design Flow Uniform Intensity Design Flow Designer: DLS Company: MSA Consulting Inc. Date: March 5, 2010 Project: City of La Quinta Highway 111 and Dune Palms Road Drainage Area: Drainage Area B 1. Determine the Tributary Area to the BMP (Arib) Aft 1.82 acres (1) 2. Determine the impervious area ratio (i) a. Determine the impervious area within /idb A;mp 1.64 acres b. Calculate I = Aimp/Atdb (Note: Rounded to nearest 5 %) i= 90% (2) 3. Determine Runoff Coefficient C Use Table 4 and impervious % (2) A Soil Runoff Coefficient Ca= 0.82 (3) B Soil Runoff Coefficient Cb= 0.82 (4) C Soil Runoff Coefficient C�= 0.83 (5) D Soil Runoff Coefficient Cd= 0.84 (6) 4. Determine the Area Decimal Fraction of Each Soil Type A. Area of Soil Type W/ (1) 0.00 acres. Aa= 0.00 (7) A. Area of Soil Type 'B ' / (1) 1.82 acres Ab= 1.00 (6) A. Area of Soil Type 'C' / (1) 0.00 acres Ac= 0.00 (9) A. Area of Soil Type V/ (1) 0.00 acres Ad= 0.00 (10) 5. Determine Runoff Coefficient C = (3)x(7) + (4)x(6) + (5)x(9) + (6)x(10) = C= 0.82 (11) 6. Determine BMP Design Flow QBMp = C'I'A = (11) z 0.2 x (1) QBMp= 0.30 cfs (12) Notes: • Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 2 is • Design Procedure for BMP Design Flow Uniform Intensity Design Flow Designer: DLS Company: MSA Consulting Inc. Date: March 25, 2010 Project: City of La Quinta Highway 111 and Dune Palms Road Drainage Area: Drainage Area C 1. Determine the Tributary Area to the BMP (Arib) Aide= 8.95 acres (1) 2. Determine the impervious area ratio (i) a. Determine the impervious area within Aft AimP 7.16 acres b. Calculate I = Ai Atdb (Note: Rounded to nearest 5 %) i= 80% (2) 3. Determine Runoff Coefficient C Use Table 4 and impervious % (2) A Soil Runoff Coefficient Ca= 0.73 (3) B Soil Runoff Coefficient Cb= 0.75 (4) C Soil Runoff Coefficient Cc= 0.77 (5) D Soil Runoff Coefficient Cd= 0.78 (6) 4. Determine the Area Decimal Fraction of Each Soil Type A. Area of Soil Type W/ (1) 0.00 acres Aa= 0.00 (7) A. Area of Soil Type 'B'/ (1) 8.95 acres Ab= 1.00 (8) A.. Area of Soil Type 'C'/ (1) 0.00 acres Ac= 0.00 (9) A. Area of Soil Type V/ (1) 0.00 acres Ad= 0.00 (10) 5. Determine Runoff Coefficient C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 0.75 (11) 6. Determine BMP Design Flow QBMP = C "I"'A = (11) x -0.2 x (1) - QBMP= 1.34 cfs (12) Notes: Riverside County - Whitewater River Region Water Quality Mana4ement Plan Exhibit C Table 4 Runoff Coefficients for an Intensity = 0.2 in /hr for Urban Soil Types Impervious % 0 (Natural) 5 10 15 20 (1 -Acre) 25 30 35 40 (1/2 -Acre) 45 50 (1/4 -Acre) 55 60 65 (Condominiums) 70 75 (Mobilehomes) 80 (Apartments) 85 90 (Commercial) 95 100 A Soil B Soil C Soil D Soil RI =32 11I =56 RI =69 RI =75 0.06 0.14 0.23 0.28 0.10 0.18. 0.23 0.31 0.14 0.22 0.29 0.34 0.19 0.26 0.33 0.37 0.23 0.30 0.36 0.40 0.27 0.33 0.39 0.43 0.31 0.37 0.43 0.47 0.35 0.41 0.46 0.50 0.40 0.45 0.50 0.53 0.44 0.48 0.53 0.56 0.48 0.52 0.56 0.59 0.52 0.56 0.60 0.62. 0.56 0.60 0.63 0.65 0.61 0.64 0.66 0.68 0.65 0.67 0.70 .0.71 0.69 0.71 0.73 0.74 0.73 0.75 0.77 0.78 0.77 0.79 0.80 0.81 0.82 0.82 0.83 0.84, 0.86 0.86 0.87 0.87 0.90 0.90 0.90 0.90 • Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 1 Design Procedure for BMP Design Volume Designer: DLS Company: MSA Consulting Inc. Date: March 25, 2010 Project: CITY OF LA QUINTA - HIGHWAY 111 & DUNE PALMS Drainage Area: DA A 1. Determine the Tributary Area to the BMP (Arib) Aft; 8.46 acres 1 2. Determine the impervious area ratio (i) a. Determine the impervious area within Atr;b A;mp= 7.61 acres (2) b. Calculate I = Afm^,ib = (2)/(1) i= 0.90 3 3. Determine Runoff Coefficient C C= 0.858'i3- 0.78 *i2 +0.774 *i +0.04 C= 0.73 (4) C =0. 858 *(3)3 - 0.78'(3)2 +0.774 *(3) +0.04 4. Determine Unit Storage Volume (V„) Vu= 0.40 *C = 0.40 *(4) V„= 0.29 acre -in /acre 5 5. Determine Design Storage Volume VBMP = Vu * Aft = (5) *(1) VBMP= 2.47 acre -in (6) VBMP = (6)/12 VBMP= 0.21 acre -ft (7) VBMP = (7) *43560 VBMP= 8,962 cubic ft Notes: Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 1 Design Procedure for BMP Design Volume Designer: DLS Company: MSA Consulting Inc. Date: March 25, 2010 Project: CITY OF LA QUINTA - HIGHWAY 111 & DUNE PALMS Drainage Area: DA B 1. Determine the Tributary Area to the BMP (AtHb) Acrib =_ 1.82 acres 1 2. Determine the impervious area ratio (i) a. Determine the impervious area within Atr;b A;mp= 1.64 acres (2) b. Calculate I = AmdAtrib = (2)/(1) i= 0.90 3 3. Determine Runoff Coefficient C C= 0.858 *i3 - 0.78 *i2 +0.774 *i +0.04 C= 0.73 (4) C= 0.858 *(3)3 - 0.78 *(3)2 +0.774 *(3) +0.04 4. Determine Unit Storage Volume (V„) V„= 0.40 *C = 0.40 *(4) V„= 0.29 acre -in /acre 5 5. Determine Design Storage Volume VBMP = Vu * Aft = (5) *(1) VBMP= 0.53 acre -in (6) VBMP = (6)/12 VBMp= 0.04 acre -ft (7) VBMp = (7) *43560 VBMp= 1,934 cubic ft $ Notes: _ Riverside County - Whitewater River Region Water Quality Management Plan Exbibit C Worksheet 1 8.95 acres 7.16 acres (2) 0.80 3 0.60 (4) 0.24 acre -in /acre 5 2.15 acre -in (6) 0.18 acre -ft (7) 7,788 cubic ft $ Preliminary Hydrology Report City of La Quinta • r pendix J fogy Exhibits ding Exhibit __ .1. \'ice •- ...._..,tir: x 61.1'`... \ "�' `�'' -___: \ --. �....v. -- s6.a - �_..�. -- �..... ,-�-. _�„ - ---.__ ( "J _ -/" �.� x 61.4 x ' --�.._ �'w �, -::. -- . !,- x x 56.9 57.4 x / - - - - _ -._ - - _ - - - -I - 58.7 -- 9 - ..__, = FiFFr9 x / -.- �"- _ \ - 58.5 (� 57.1 --. - 57.3 - i _ - ----- -- 58.9 x ` _ - 3� x- 61.5 ` _ 59 5 -.. _ x 58.7 x - -- -- �N - - �_ _� Sa.a 61.4 x x - --0 60.5 `_. 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'. _ , 1.ro x / 59. .72.1 t .a" " 4 - P v I / / -_._ 54.3 ��¢� x ( ( '...,..� +u* *,'z '� rJ: °` w V \ / i {SS -- ( fI(` - /_- y x5- h.n.n•,.v5 8 ,..^.,,.s 5 - �..ti..�,�, x 5�.r,�.n..,.. 6r.; ...�„�.,.,i,.• �T `.l / `,, -,-,. �� / Y / I �fi x `�. 3 , "',+ai'b `t 52j y46 ,:rx, ` , T / k a ?4 / �-x a ' I OU _ � p. �� 1 53.4 ��..,(� /j -'+ k = ,+ >�-. „ � x� ��yJ d r \ r --s,' / 56.7 // .+ ' 7 x S3 5 �� , 9 5.1 +t �"'�• ,---- : n a� . i s'�% x 7 r � t '`-• x k' s .^ .i _ ,c^t�", d o-a.°t. '9!tlhbl+"�,t'. ��.-� ! .a,^ a `s'*va , v a ,.-"# r, a7 „5s -i'S nlrs� r 7 ? 'vr � 55.5 +,'�"�, 58.3 532 ''ar ah'Y'd 54.7 I - 4, , ` -: �� .� SCATTERED " C� �` 1, , v. x 8RUSH � 'a , s 5a / - � x 5a.z ! 1,N4 x x �" x 1 n -Ia ,.. �,-- i" TTE �? 53.8..__ `� 52. t,xG -o- -''"` 53.3 {r, -- �4+ 1, u"- `I I 11 , 9" 2a '�- �~,. m.J."� jj1 �'-- x-^ r' / 5 2 `� USq-`\ "-.. .r `L.r�' -��� x ,*a '�� .�1�.. Ir -"`I fJ e \ _ - -._ x ..�„ ,- �"4 " "I a I •�,.^_•. I 55.2 54.5 x ""_"1 1 ! / '`.- ''^.r• ./ "__<` . T !�3�^"' d''1 7�`1j(i} I ,J 56.2 t"x'n`"v - r' (rx" s. x -...1 �"``� - n..1. ^- -�... �-% \ : \- 81 ,.'``,tl'. x`" ` c,�Is,¢t" > Y /-t'. ,d'� m'a°i�`Tr+T' I'll .�✓ \ _ 'r^ k^/ 55.3 '_".^- x....n,,.r� 52.7 "_ a i' r. .tEa 52.3 .- .r `"Cj 4 I /'r ,.� `', 1 �� "..,� 56. i � .«,xx x 55.4 �, x -�._ -_ --�. ������� x... •;.' ., t ,, a.r ; .• x t rey "\ U _ v - �� I �r _ x r' x 55 2 _.. - -.! -��•._ k e �t r 37 a 4. r 0 I ' 1 1 -,-ri .. "'- . \ 1 , _ �h� /� 54.8 -l_ - �S� - ___ J �a $ x 52.6 5 , x I O O 55.6 �'\ -...- 55.1 54.9 %� �\ `fig- 11 I- �('\`y.J V x ( SJ 54.6 �,_. ""�^- -_- • - -- - 55.1 x ` \ x55.3 x x 54.9\ l,x/54.9.,�,,,..�`J__,,,,Y ,... -/ /- --. � x.5.2 -- --- 54.6 - --.,." � .�_ ' -.._._ -` ` x- � �--/ 53.4 \ � - -O- - ASPH - - -- 1 x _- -" 54.9 x x 54.9 x 55.1 55 x `",,,• --_ _,__,. -"" � „ -• -- x `-`" °'"" -..-'_ `.._ -- -- �..- ''~ 54.6 ��' ---.. 0 C? rJ55.1 �" (� �, rJ --"'-- - - 54.3 - 47T -- - - -�4. - 54.4 - - X ----- - ----- T `a,�.'v. '�"- `a•»r'r ~�. - 55.3 x -= x 54.3 x x 54.2 x 54.2 54.2 53.6 / 1 5 .5 / � •- _ - -__ - x 55.1 x 54.9 CON C x 54.3 x 54.4 x 54.5 -�- _...v._. ((/'''' -__" - x x 1 I �` J ' /•- _____ _--._. -.._._ ____._ .__�•• --- -•..._ _._.._ _.� �..- __"_- CON r ,� x 52.6 //// x 51.8 4s. [ x g0� �„_. ----.' ,�.._..�, _.�-�_ I� -�I _,_._.. -_ -. - � - - .�"J 54 1 x 53.8 x 53.5 , , / � !// 4 x /- 45.4 I / //� 00 �'- =L-9-IL- � � _l (- X4.5- - - - x Ly l 53.6 - - - � - - --. - 53.7 x - x �- - - / / �`�" --/-,-, x � j �"-°.., � - - J- i - x -..._v i`�\ � 53.8 �, / x /' 53.6 x - x 53.6 x53.6 � - _ ��_� - -�� �'- +7 �'° 1. / I 44.9 j � x 5 � (� __ - 4 j 53X5 1 \ \ 5 \51.6 ` 51.1 [ 1 9 I 1 1 S x 44.8�� 44.9 't0 %- x 54.9 (� 5 .4 x 53.3 X5 2 \ \ \\ - x / x l ( x ty ASPH 53.3 i I 52. x .� 7 5 \ \ 1x4 .9 1 �� t 55.6 x f_� x x 53.7 / I 52.4 x 52.5 x 6 _ -....< x 51.6 - ,..'" .'..'. -._ -`-._ '� I I ___ - i �) t 4 �\ yyy��� x /" 55.3 ' � 52.6 `� - ...__- ,..- CONC,„ -....- ___._..,. �_,,,,.,- � x `n ' / x x - -----' '^" 51.3 •''�- I ,j 2 - ..._- / "..._ 51.6 x x 44.1 x 4.9 / } - . / x5_5 ,5 �...____ J2.4 P S 51.7 \ 57.6 x / 50.5 49.8 4, x 44.2 r( x 54-4--- --- - 54.4 V / r""� - ___.__ -- 5 .2 ° x -Q' n ° x 51.8 \ x 0.6 -__, ( x 51.6 '' " 1 I / 0 x - to \1 6 °° _ \ 1 51.1 \\ �� 44.9 o x � x \ x (- I � Q i i i i III I � i7 . � � 51.7 50. / x - (` �� `'U � a.6 � % x ASPH x5t.5 xst.a ° os�ts x51.5 \\ � � \\� DIRT � � �-^ r \\ / VV \ x l O L14 d I 51.9 7- 'U 50.6 / ~'" '7_„,,\ PILES /'43.8 43.9 x _ \I �. \ \\ x j / \ - - v "+ ' SlY8 V ;n 4.9 ,, 14 x 54.6 - \ - - 51.a x - ~T - 50.9 -x_] �1 ° x 50. x 7 4 \ 49.8x \ \ x 50.3 (- .0 x �� x 44.9 _ \ / \ 44.5 53 6 x - x 5� ---6= -__ _- - - - - - - 52.6 x ( - _ _ _ - _ �`. _�_.._._ Y = \ \ \. 1 -� � I j . I L 53.9 _ � r-- - � �- -55 --- `� l 1 I Ii - -+- -r_ ...c_,�. -_ ,, 49.2 x 49.6 1 49.8 \ \�\ x t - --! l� 0 x 52.� - -- 1- 1I C 51.4 I I.,`".- - - -- `S' -- -- , � 51.3 ` � \'- � l x 45.5 /` 111 I / I ( ` 18- 1 ,._ \ x 50.4 , \ �I 0 III 1�� x56.6 56.8 x56.9 I` 4 II II I�I x51.4 1 \ ul 0� x >» x - - - - ' \ - _ _. y l \ x x as a // 53.7 I \a� J/ \\ _ I II / -- ----._ \_ �`� -.Yy 50.4 \ 49.8 1 � \\ / x 1(,i cy 52.7 I I - I I�ONC /° -6-0 0 O o T -r `.'.- x � J x J , 9 �� 53.4 /�/ 1 f III x II WI I x 52.6 52.6 ° ---, \ 50.4 \ \ \ x 45.3 /// x 53.� t�� / x \ o x Posts \ \ // `\ f x / x Il x53.4 I III ASPH (I x51.1 5 a \ ° 50.4 50.6 \(\ \\.�.� (� j 1 i� ° x x �_�� x ' Q .._.... 51.7 ° ° 49.9 56.4 ( x \ \ti - 9 S x )1,2 x 56.5 56.5 i � III \ \ x 50.5 50.2 x /��/ 9 x \ (/, y9 I x ° x �,..• .r j S\ "i - I - �-_ p '' °'' = J;, x 52.5 I) �'4) Ill I � � � \ ` I i . �. .. ° . 0 5 / x 4 8 �6g� - \ / i -� - -- - - -�I- - � / �' r I I n iI II i III / I / �/ (1 (\ III 'IIII � Ill *� � = - -�._._ / � / J/ // t I I , I I 1 I noon nnnnnnun non nn. nnnnun nnnnnnn n In ^ ---, ' (/ / III IIII O 10111 III III v / / \\ , // �h I III I - -, r55� - h u I uu /�/ I/ // k 11 // /%� / / �11- / { \ \\ I '/ / fj I h� in n n nn INn rtn -mr� -mr ^� . ^ '� 1 �� I r �� u� uue uu a mm�ununuuuunu n III Iu n uI n n ^ \ 1� u m u m ii Inn ( n j / / Ill �� I\, IiI-1 �I II f i' t (� !III�IIIIIIIII�III Inn 7/ ��� wunuuuuuuuuuuw D h w 'mu uuuu �I h n1 a �I ^ `Ati/ O j / ' `1, I 1I III I' II V, X11 a �/ / \1 III III �3, \` ' III- `� III i I III � / ) � ��j III ( y III 1 110 II� 1 III III I 1 l III j ��;� / �I 11 � I,'I� I IIi I 11� 1 1 III / ,�- / I 01 •0 i1 2 • 1 R wxx MILES AVENUE W W cn Q Q HWY 111 AVENUE 1 48 'VICINITY' MAP- N. T. S. -� DRAINAGE DIRECTION mLOW AREAS U C 6 C 0 V ti N L U 4i IR 00 O 10 L0 3 0- 0 0 0 -E it } I N o. a m O 0 U Q 0 N U Q 0 i i ov "* ,� . ,� f-- co R� w Q F- IL w z z SITE O D o , j cn w Ll- Li- W D AVENUE 1 48 'VICINITY' MAP- N. T. S. -� DRAINAGE DIRECTION mLOW AREAS U C 6 C 0 V ti N L U 4i IR 00 O 10 L0 3 0- 0 0 0 -E it } I N o. a m O 0 U Q 0 N U R 0' 60' 120' 180' 240' SCALE 1"=60' EX. CATCH BASIN t MILES AVENUE R Li 0' I- Cn Q 0 Q HWY 111 0 DA -A1 Q O DA -B1 0! RI _► Q O R'C w O' 0_ I­__ Cf) w z `SITE o 0 0' INFILTRATION w LL PEAK FLOW (cfs) w w 10.82 8.82 AVENUE 1 48 VICINITY MAP N.T.S. LEGEND DRAINAGE DIRECTION TRIBUTARY DRAINAGE AREA BOUNDARY B10 DRAINAGE SUB -AREA ID L -207 FLOW TRAVEL LENGTH (FT) A-0,9 AREA (AC) LAND USE SUMMARY LAND USE DA -A1 DA -A2 DA -B1 TOTAL RI AMC II IMPERVIOUS 2.31 AREA AREA AREA i AREA NUMBER INFILTRATION PERCENT PEAK FLOW (cfs) N/A 10.82 8.82 2.08 STORAGE PROVIDED (cu -ft) (acre -ft) RATE FACTOR OF SAFETY (cfs) 1.27 (acres) (acres) (acres) (acres) N/A (in /hr) 8.09 COMMERCIAL 4.36 4.00 -0- 8.36 56 0.51 90% APARTMENTS -0- -0- 10.87 10.87 56 0.51 80% TOTAL AREA 4.36 1 4.00 1 10.87 19.23 NOTE: PEAK FLOW FOR THE 1 -HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD "PEAK DISCHARGES FROM THE 3 -HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS ". STORM EVENT SUMMARY DRAINAGE AREA 'Al' DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 30,437 0.70 36,549 0.84 40,446 0.93 44,588 1.02 PEAK FLOW (cfs) N/A 10.82 8.82 2.08 STORM EVENT SUMMARY DRAINAGE AREA 'A2' DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 27,924 0.64 33,531 0.77 37,107 0.85 40,906 0.94 PEAK FLOW (cfs) N/A 9.93 8.09 1.91 STORM EVENT SUMMARY DRAINAGE AREA 'B1' DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.88 2.17 2.29 2.60 FLOOD VOLUME (cu -ft) (acre ft) 74,071 1.70 85,688 1.97 90,475 2.08 102,675 2.36 PEAK FLOW (cfs) N/A 26.48 21.49 4.75 DENOTES APPROXIMATE LIMITS OF FLOODING BASED ON 20% OF DEVELOPED CONDITION 100 YEAR - 24 HOUR FLOOD VOLUME STORM EVENT SUMMARY DRAINAGE AREA 'SELF STORAGE' DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.92 2.31 2.56 2.82 FLOOD VOLUME (cu -ft) (acre -ft) 27,924 0.64 33,531 0.77 37,107 0.85 40,906 0.94 REQUIRED STORAGE (cu -ft) (acre -ft) 27,312 0.63 31,695 0.73 33,433 0.77 27,962 0.64 STORAGE PROVIDED (cu -ft) (acre -ft) 34,801 0.80 FACTOR OF SAFETY (cfs) 1.27 1.10 1.04 1.25 PEAK FLOW (cfs) N/A 9.93 8.09 1.91 BASIN VOLUME SUMMARY DRAINAGE AREA 'Al' CONTOUR BASIN CONTOUR TOTAL VOLUME ELEVATION DEPTH AREA 0.00 (ft) (ft) (sf) (cu -ft) (acre -ft) 55 0 19,890 0 0.00 56 1 45,830 31,971 0.73 NOTE: 20% OF 44,588 = 8,920 < 31,971 BASIN VOLUME SUMMARY DRAINAGE AREA 'A2' CONTOUR BASIN CONTOUR TOTAL VOLUME ELEVATION DEPTH AREA 0.00 (ft) (ft) (sf) (cu -ft) (acre -ft) 55 0 18,625 0 0.00 56 1 1 40,050 28,662 0.66 NOTE: 20% OF 40,906 = 8,185 < 28,662 BASIN VOLUME SUMMARY DRAINAGE AREA 'B1' CONTOUR BASIN CONTOUR TOTAL VOLUME ELEVATION DEPTH AREA 0.00 (ft) (ft) (sf) (cu -ft) (acre -ft) 53 0 11,795 0 0.00 54 E 1 92,695 45,852 1 1.05 NOTE: 20% OF 102,675 = 20,535 < 45,852 BASIN VOLUME SUMMARY DRAINAGE AREA 'SELF STORAGE' CONTOUR ELEVATION (ft) BASIN DEPTH (ft) CONTOUR AREA (sf) TOTAL VOLUME (cu -ft) (acre -ft) 53 0 4,610 0 0.00 54 1 8,890 6,634 0.15 55 2 14,030 17,997 0.41 56 3 19,740 34,801 0.80 rn .j 0 0 U ai N D .0 U v, Lo M V O Co _O O N 10 Lo 6 3 a 0 0 0 _ c V E 2 CL 0 N C, 0 0 i U 0 N a | | | ' | . / I*� _] 61.5 1 __�__~~_ 55.9 55.8 60 1 x 603 57.5 x x CONC C 58 _T_ __x �59 6 x 59.14�f EX. CATCH BASIN x x 62.3 x �519 � p 1 587 EX. C&G J �T �D x 6 lt xf-T-011 L-01JE011 FL 55 2 I - , - t t x J 11 L L j 1 L L Oil U, �1 9 1 1 t L 1 513.4 603/ CONC 58.8 FT 8� 6 x 5 60 T F 0 6 px) F11 0 57.3 59.6 A 6212 x 57.5 T, 58.5 x x 58.8 60.9 FV59 27 '0.4 C FF 59.27 p PE 58.6 VACANT Ix 58.9 60 582 2 �x 7 L-710 TI x 57.5 59.9 57.f I flxI'T F, 57 1 x x\- +1 57.3 58.7 59.6 x x x gr 5 7\.\5 5[9 1 58.5 110 58.7 56.9 x -11 till 51L E 7 58.6 1 1 - " = 11 ) 11 \ - =1 6.95cfs x x 57.5 Qt2�2�cfo x 57,4 585 x 0 x L514 Q10 01. x 58.8 j 4.1 511.4T UND�RGROUWI, x J 58 IF 55.6 R_ -ml FIM H L j ucts 3415� A E�F T 25 P2 563 Z 9 3 00 54.8 FL 5-07N 58.2 54.8 D V58.7 56.4 1 54.8 x �.8 57.5 x 57.4 Poo U J. 57.7 YTTT- to x r b5 t) F 55. L 53.4 L;_ /11 1 9# 561 x GE L0 �| . -' ( u / 5160 -1 a-v '| ] - - \/ = ` ` oz /54.4 » o� H , n� - � �q x « HL IL U 57.8 i7nioo-5 81 x 510 1/5-Ad x w100=1 58.9 5 . \| \| .. | ou || " 31530 x 53 x x .0 \1 '_,i 572 57.8 x 54. Qioo=P.34cfs C\ pjo=�.36cfs 53 L_ 529 || || \ || �� |X1 /\ 6.\ 9 top, || / ozo ' / | o / " ^ ^ � �a �== | ` | 1_ x 100=1.60 »uv ozo ` cowo ` ,z \ / | A =O' ~�m ` ` / n� u ' 1 \ ~|� _ '^ ` o 56.5 51.6 2" � �== ^ / . ``. 1 53.2 `. �c r '| / ^ \ . | ' ' " ~ / 7b PE ~~ t/ ` »a/` ,»��+� 7- /_ �-U,��� ^ / _ n _ FF ,n�3 `` ^` ' � ^' F - | ) -PE ^ ~~ | _, | N -1 xspn 4. \\ '| \ || | \ \ || | \ 55.1 , , , 53- PRELIMINIMY W IMP\ 52.6 51.8 49 IINDERG GUN x I. 541 53.8 j x �_ � | \ ' \ `^ � � \ +^o / ` \�. ' , �o --` | \ \ \ \ \ \ \ \ / \ \ � xspo ` | 1 \ \ \ \ \ \ \ \ \ °( \ \ \ \~r\ \ \ \�� \ \ \ \ \''� \ \ \ \ / / *�� ,na/ / 524 ^-- -���n ,5m.» ` ` ` \--` ` ` � ` ` ` ` ` � � � ` \''-� � ��o _^~ ` Cnwo ---- ---- ` `!�. \ \ / / _ --- -__ ---- ---' ``'� ^ x 5-- ,5.3 ---~ / ----' // + � ` \ __� ___ _ � . _ _� __ _� �r /\ ^� �\ « `-` � . 44+1 , 000 , \ ^ m/ »�+ | z .« ` ^ ` +^p r ��n " ` �� xspo ` o / omr nps � J - - ' ` \ \ \ \ � . / | \'' �+ -- --- / `\ �� ` xn�o - 56.8 1K�c / �u. ` / - ` ~-7 11 1 ` Posts ,$^ ` � `~ \ �� AspH " ��� ` ` o�^ /E- ,on nuz `^ � || ` ^ °` ' , ��o "� " nco " +ua u� � III \ ...~^ ' �0'. o'o F \[ \ '/ L \ ' `xx \ | \ /' \ l U | | +�n � L.~ / ' � - WN�* 0' 00' 120' 180' 240' SCALE 1^=60' MILES AVENUE Li Li 0 HW'Y 1 1 1 AVENUE | 48 N� '`' T. S. LEGEND ----4 DRAINAGE DIRECTION TRIBUTARY DRAINAGE AREA BOUNDARY D- - - - - - - - STORM DRAIN INLET DRAINAGE SUB-AREA |O FLOW TRAVEL LENGTH (FT) NODE NUMBER ELEVATION STREET CROSS-SECTION |D PROPOSED INLET SUMMARY INLET INLET TYPE INTERCEPTED RIM HGL HGL 1-1 18x18 GRATE 1.60 53.29 48.56 48.30 1-2 24x24 GRATE LLJ 53.93 50.81 50.54 1-3 48x48 GRATE 16.95 Li 41111, SITE 0 1-4 18x18 GRATE 2.27 54.98 53.36 Ld 1-5 CLQ STD,300 1.36 54.46 52.90 52.89 AVENUE | 48 N� '`' T. S. LEGEND ----4 DRAINAGE DIRECTION TRIBUTARY DRAINAGE AREA BOUNDARY D- - - - - - - - STORM DRAIN INLET DRAINAGE SUB-AREA |O FLOW TRAVEL LENGTH (FT) NODE NUMBER ELEVATION STREET CROSS-SECTION |D PROPOSED INLET SUMMARY INLET INLET TYPE INTERCEPTED RIM HGL HGL 1-1 18x18 GRATE 1.60 53.29 48.56 48.30 1-2 24x24 GRATE 5.89 53.93 50.81 50.54 1-3 48x48 GRATE 16.95 54.63 54.14 54.07 1-4 18x18 GRATE 2.27 54.98 53.36 53.36 1-5 CLQ STD,300 1.36 54.46 52.90 52.89 1-6 CLQ STD 300 1.36 54.46 52.90 52.89 1-7 24x24 GRATE 5.29 53.12 47.70 47.63 1-8 24x24 GRATE 4.35 53.54 49.461 49.32 1-9 18x18 GRATE 3.40 53.68 4796 47.93 1-10 24x24 GRATE 5.26 54.00 48.20 48.18 1-11 24x24 GRATE 4.68 53.86 49.65 49.44 1-12 48x48 GRATE 17.72 52.94 51.08 51.00 -13 CLQ STD 300 1.83 53.69 50.50 50.49 2-09 18 1.36 22.64 0.0299 0.77 1-15 CLQ STD 300 2.55 Z)J.01) 51.801 51.79 1-16 Q STD 300 2.55 53.83 52.03 51.86 1-17 x24 GRATE 6.99 54.92 52.76 52.72 � GRATE 16.74 54.62 53.79 53.72 NOTE: ALL INLETS INTERCEPT 100% OF TRIBUTARY FLOW. PROPOSED PIPE SUMMARY PIPE NO. PIPE 0 SYSTEM FLOW LENGTH SLOPE AVERAGE VELOCITY 1-D1 54 1 69.87 135.10 0.0030 4.33 1-03 54 341.89 0.0030 1-05 54 73.10 14.73 0.0020 4.60 2-011 24 23.89, 96.92 0.0171 7.60 2-021 24 23.49 216.00 0.0172 7.48 2-03 24 19.60 288.22 0.0172 6.24 )172 5.37 2-06 24 16.95 19.26 0.0171 5.37 2-07 18 2.271 113.12 0.0194 1.28 2-08 18 2.58 123.12 0.0212 1.46 2-09 18 1.36 22.64 0.0299 0.77 2-10 18 1.36 16.26 0.0418 0.77 3-02 48 52.90 45.05 00100 4.21 3-04 48 42.68 183.79 0.0100 3.40 3-05 48 42.15 127.82 0.0100 3.35 3-08, 36 39.531 14.08 0.0114 5.59 3-D9 24 20.73 90.50 0.0101 6.60 3-10 24 17.48 162.00 0.0100 5.57 3-11 24 17.72 52.00 0.1012 5.64 4-01 18 12.19 65.78 0.1782 22.69 119.25 0.0100 5.32 5-02 30 26.23 32.36 0.0102 5.32 5-031 30 26.92 166.72 0.0100 5.48 5-04 18 1.83 25.35 0.2209 14.08 5-06 30 25.53 322.52 0.0100 5.20 5-08 30 23.60 25.43 0.0102 4.81 1 21.64 33.40 0.0171 6.89 5-10 24 16.48 63.71 0.0173 5.25 5-12 24 16.74 9.90 0.0172 5.33 NOTE: ALL PROPOSED STORM DRAIN BASED ON HDPE PIPE. MANN|NC'S n-VALUE = 0.012. PRELIMINARY WQMP SUMMARY DRAINAGE AREA TOTAL AREA IMPERVIOUS AREA DESIGN VOLUME DESIGN FLOW O 3: m M =1 m D ao ICJ C < mD Z D C N D M C X_ O m _ D n D -n -� m D m -_i p -n n Cn x � O m m Q <rn„ m 70 n n O T_ C:) p� D D n x — �D Z 70 —1 7 D Z p ^ �1 � n w m 0 Cn N n m �o 0 n z A O D -n O p O Cn D D D N 'n v O D > N j(-) O 3: m M =1 m D W � � ->, m < n Z D C N D M C X_ O m n m D — -n v, O n -� m D m -_i p -n n Cn x In rn m m =0 O (r) � m 70 n Orn Ca C T_ C:) p� D D n x — �D Z 70 —1 7 D �p p ^ �1 � n w m 0 Cn � n m �o 0 N N oo n A O D O D -1 W � c m rn Z D < n m O m O D n y n C D —Q = n Cn x 7 O m m O cm„ m 70 n X �v T_ C:) O D n x — D (D —1 7 D Z = ^ �1 � n w m 0 Cn � n r pv z n C O D -n co p O D D D D _ 'n v w O D -1 w ; c m m Z � < m < n m O m O D n D T C D —Q = n Cn 0 70 O m m m N m 70 n X o -n C:) O D n x — D (D —1 7 -n C/) rn ^ �1 � C m 0 Cn � n r pv z n C O D -n co N D D D _ O D O D > N j(-) 00 M -,0 0 nD VJ ^� ` J - O oO N m p m -o m _ O o0 < D -i w ; c rn mD Z � < m < O n O m C N D n D T C D —Q = n n x 70 O m m O N m m rn o -n C:) D n x — p D Z -+ C � 0 r n � pv z n C O D 0 N D D D _ In W O D O K -i w r rn rn Z � < m < O n O m C N D D T C D —Q -o x M O m m C/) <m„ m m rn n C:) Z n x — p D m -+ C � 0 r � pv n n C p D 0 N D D Cri _ O O D > N j(-) 00 M -,0 0 m - O oO N p m M o, o - Ln N r p° 0-9 W O > -i w C a M mD Z � < m < O n O C N D D T n m x M O Z o <m„ m rn n C:) D n x — p D Z C W D 0 O -� n z p D 0 N Cri _ O O D > N j(-) O -i a M rn D � < m < O n C N D � rn m O Z --a O m m — p C C D O -� p D D r m M -,0 0 - O oO N R! \1920 \ACAD \Plannina \WQMP \1920 PWQMP 02.dwa. 8/5/2009 3:29:43 PM, iherrera- cortes, MSA Consulting, Inc Whitewater River Region WQMP Project'Specific Preliminary Water Quality Management Plan For: DUNE PALMS ROAD AND HIGHWAY 111 PROJECT South of Highway 111 in the City of La Quinta, CA 92253 ' DEVELOPMENT NO. DESIGN REVIEW NO. Prepared for: City of La Quinta 78 -495 Calle Tampico La Quinta, CA 92253 Telephone: (760) 777 -7051 Prepared by: Michelle Witherspoon MSA Consulting, Inc. 34200 Bob Hope Drive Rancho Mirage, CA 9270 Telephone: (760) 320 -9811 APN 600 - 020 -038; -039 TO BE DETERMINED WQMP Preparation/Revision Date: August.5, 2009 Tommi Sanchez Subject: ECN 09108 Dune Palms Road and Highway 111 Project - Preliminary WQMP Due Date: Thursday, August 20, 2009 Status: Not Started Percent Complete: 0% Total Work: 0 hours Actual Work.: 0 hours Owner: Tony Colarossi NOTES: 8/6/2009 - RECEIVED PLAN CHECK ITEM(3 COPIES OF REPORT) FROM MSA. COPY SENT TO TONY, ED AND TIM FOR FURTHER REVIEW. (TS) 1� 1 w 'pSU�,D l i� PAY 4., f "Iro � Whitewater River Region WQMP Project Specific Preliminary Water Quality Management Plan For: DUNE PALMS ROAD AND HIGHWAY 111 PROJECT South of Highway 111 in the City of La Quinta, CA 92253 DEVELOPMENT NO. DESIGN REVIEW NO. Prepared for: City of La Quinta 78 -495 Calle Tampico La Quinta, CA 92253 Telephone: (760) 777 -7051 Prepared by: Michelle Witherspoon MSA Consulting, Inc. 34200 Bob Hope Drive Rancho Mirage, CA 9270 Telephone: (760) 320 -9811 APN 600 - 020 -038; -039 TO BE DETERMINED WQMP Preparation/Revision Date: August 5, 2009 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • OWNER'S CERTIFICATION This project - specific Water Quality Management Plan (WQMP) has been prepared for: City of La Quinta by MSA Consulting, Inc. for the project known as Dune Palms Road and Highway iii Project in City of La Quinta, CA 92253. This WQMP is intended to comply with the requirements of Desert Hot Springs for APN 600-020 - 038; 039, 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 Desert Hot Springs Water Quality Ordinance (La Quints Municipal Code Municipal Code — Title 13 § 13.24.120). 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. 1, 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 78 -495 Calle Tampico La Quinta, CA 92253 (760) 777 -7051 ATTEST Notary Signature Printed Name Title/Position Date • THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE FINAL PROJECT SPECIFIC WQMP July 29, 2009 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • Contents SECTION PAGE I. Project Description ........................................................................................... ..............................2 H. Site Characterization ...........................................................:............................ ........:.....................6 M. Pollutants of Concern .....................................:................................................. .........:....................8 IV. Hydrologic Conditions of Concern .............................................................. .............................11 V. Best Management Practices .........................................:................................ .............................12 V. l SITE DESIGN AND TREATMENT. CONTROL BMPS ................................ .............................12 CONDITIONS OF APPROVAL B. V. LA SITE DESIGN BMPS ................................................................. ............................... 14 SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) V. LB TREATMENT CONTROL BMPS ................................................. ............................... 20 E. V. LC MEASUREABLE GOAL SUMMARY ........... :................................................................ 22 V.2 SOURCE CONTROL BMPS ..................................................................... .............................23 AGREEMENTS - CC &RS, COVENANT AND AGREEMENTS AND /OR OTHER MECHANISMS FOR V3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES .......:................. .............................25 VA REGIONALLY -BASED TREATMENT CONTROL BMPS ........................... .............................25 PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND VI. Operation and Maintenance Responsibility for BMPs ........................... ............................... 26 VII. Funding ............................................................................................................. .............................27 • TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 8 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT REMOVAL EFFICIENCY I�1 13 TABLE 3. IMPLEMENTATION OF SITE DESIGN CONCEPTS 15 TABLE 4. SITE DESIGN BMPS MEETING THE MEASUREABLE GOAL IN WQMP SECTION 3.5.1.1 19 TABLE 5: TREATMENT CONTROL BMP SUMMARY 21 TABLE 6: MEASUREABLE GOAL SUMMARY 22 TABLE 7. SOURCE CONTROL BMPS 23 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) F. SITE DESIGN AND TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS .G. AGREEMENTS - CC &RS, COVENANT AND AGREEMENTS AND /OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT - SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND • USE RESTRICTIONS . I. PROJECT - SPECIFIC WQMP SUMMARY DATA FORM August 5, 2009 • .7 • I: - Project Description Project Owner: City of La Quinta 78 -495 Calle Tampico La Quinta, CA 92253 Telephone: (760) 777 -7051 WQMP Preparer: Michelle Witherspoon 34200 Bob Hope. Drive Rancho Mirage, CA 92270 Telephone: (760) 320 -9811 Project Site Address: South of Highway 111 La Quinta, CA 92253 Planning Area/ Community Name/ Development Name: APN Number(s): Thomas Bros. Map: Project Watershed: Sub- watershed: Project Site Size: Standard Industrial Whitewater River Region WOMP Dune Palms Road and Highway 111 Project La Quinta /Coachella Valley Planning Area 600- 020 -038; - 039 Page 849, grid '33 (2007 Riverside County Edition) Whitewater River Whitewater River, Coachella Valley Storm Channel 19.62 Acres ;lassification (SIC) Code: 5511 Motor Vehicle Dealer 6513 Apartment Buildings Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y ❑ N August 5, 2009 N Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Additional Permits /Approvals required'for the Project: AGENCY Permit required State Department of Fish and Game, 1601 Streambed . Y ® N❑ Alteration Agreement State Water Resources Control Board, Clean Water Act Y ® N❑ (CWA) Section 401 Water Quality Certification US Army Corps of Engineers, CWA Section 404 permit Y ® N® US Fish and Wildlife, Endangered Species Act Section 7 Y ❑ N® biological opinion Other City of La Quinta Grading Permit Y ® N❑ City of La Quinta Building Permit Y ® N❑ SWRCB General Construction Permit Y ® N❑ Parcel Merger Permit Approval Y ® N❑ • The proposed project site'is not recognized as a habitat of an endangered species nor does it form part • of a Conservation Area of the Coachella Valley Multiple Species. Habitat Conservation P1an.A U.S. Fish and Wildlife, Endangered Species Act Section 7 biological opinion is not required for this project. I• i L_J August 5, 2009 3 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project The proposed project consists of an automotive dealer and a multi - family residential complex on a 19.6 -acre site south of Highway 111. The subject property is located near the southeast corner of Highway 111 and Dune Palms Road in the City of La Quinta, Riverside County, California. The project property is assigned Assessor's Parcel Numbers 620 - 120 -038 and 620 - 120 -039. The location of the site can also be described as a central portion of Section 29, Township 5 South, Range 7 East, San Bernardino Base and Meridian. The vacant subject property is bounded by Highway 111 to the north; a lar ge commercial plaza to the east; a.Desert Sands Unified School District facility to the south; and a self storage facility and commercial plaza to the west. Additionally, the La Quinta Evacuation Channel is found to the southeast. Note: The following project descriptions are based on a conceptual'site design. Finalized project descriptions, including their associated details, are subject to change based on a final design. Auitomotive Dealership — Onsite Tributary Area A The proposed automotive dealer will occupy approximately 10 acres corresponding to the northern portion of the project site. The dealership will include three primary buildings, which include. sales /office area, a multiple vehicle garage and an automotive service area. These structures will occupy a north central portion of the rec_angular site and will be surrounded by parking lots to the north, east, south and west. Location of Facilities: The dealership's tributary area encompasses 10.42 acres, of which approximately 90 percent is impervious. The project's urban runoff will be captured and treated by two infiltration' BMP structures proposed, near the southerly boundary of the area. Treated runoff will be directed to an east - trending segment of the primary storm drain. Location of Activities • The dealership is expected to accommodate normal pedestrian and vehicular activity during regular business hours. Visitors are expected to occupy the parking areas located north of the proposed buildings. Additional parking areas are proposed west, south and east of the centralized dealership buildings. Waste Generation: The auto dealer is not expected to generate large amounts of solid waste. Any waste generated in this facility is expected to derive from the sales floor and office areas. The project is expected to generate. vehicle maintenance - related waste, including used automotive oil and similar fluids. All of the potential waste originating from the project will be properly handled and disposed. Materials Storage and Delivery Areas: The proposed dealership will include a materials storage area for automotive maintenance products. These areas will form part of the proposed project buildings. Automobiles delivered to the site will not require a designated delivery area. Furthermore, other materials delivered to the site will not require designated areas or accommodations. Multi- Family Residential Area — Onsite Tributary Area B The residential project will occupy approximately 10 acres corresponding to the southern portion of the property. The specific number of residential units is to be determined. The portion of property proposed for residential development does not encompass the 3 -acre mobile home park that previously occupied the portion of the project site. August 5, 2009 4 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • Location of Facilities: The proposed development is configured to accommodate multiple residential buildings as well as parking areas, open space, a community center and a swimming pool. The proposed site facilities are generally distributed throughout the 10 gross acres. As shown in the , site plan (Appendix B), the rectangular- shaped complex will have two vehicular access points on the west and one on the north. The site will contain two primary parking areas: one parking lot generally occupying the northwest portion of the site and a second parking area following the easterly and southern boundary. The site's open space and landscaped areas are also distributed to serve as buffer space between residential buildings. The project's community center and adjacent swimming pool are proposed for the southwestern portion'of the site, near one of the vehicular access points. The residential project will employ a series of subsurface infiltration BMP structures, such as dry wells, to capture and treat first flush and nuisance water flows before conveying them to a primary storm drain. Combined, the underground BMPs will have a capacity of 0.15 acre -feet to handle the expected runoff volume. Location of Activities: The proposed project will accommodate typical residential activities. Based on the conceptual design, pedestrian activity is expected to occur in a distributed manner, not in a concentrated a particular area of the complex.. Residents will have access to the site on multiple points along the northern and western complex boundaries. Pedestrians will utilize walkways and sidewalks throughout the complex to access residences as well as the lawn and recreation amenities. Residents and invited visitors are expected to widely employ the outdoor facilities, which include the shaded and recreational spaces. Furthermore, it is expected that some residents will utilize bicycles as an alternate form of transportation or for recreational purposes. The complex will have enclosed areas with covered waste bins, which will be accessed by waste management trucks two times a week. Due to the site's adjacency to the Costco commercial plaza parking lot to the.east and the Desert • Sands Unified School District bus parking area to the south, no pedestrian or vehicular access to the site is expected to along the easterly and southerly boundaries. Waste Generation: v The proposed project is expected. to generate non - hazardous waste typical of most residential land uses. The site's waste will be handled in mutiple waste and recyclable material bins situated in multiple locations. These containers will be enclosed and covered. Additionally, trash and recyclable material receptacles will be situated in the common areas, such as the community center. An education program, supported by existing City recycling campaigns, will be implemented to promote waste reduction and recycling practices. Materials Storage and Delivery Areas: The project's residential uses will not require a designated delivery or materials storage area. Maintenance will be- conducted by hired contractors with offsite material storage. Existing Self Storage — Offsite Tributary Area C An existing self storage facility occupies 4.77 acres west of the project site. The facility is characterized by . multiple storage buildings with an internal network of driveways. This adjacent site is estimated to be 90 percent impervious. To capture and treat the expected 0.11 acre -feet of runoff volume, an underground infiltration BMP is proposed on the southern portion of this site. The remaining volume will be conveyed to the project's primary storm drain. Existing Desert Sands Unified School. District Facility — Offsite Tributary Area D The existing school district facility encompasses 22 acres and is comprised of multiple buildings, parking areas, and maintenance facilities. The site is composed of 90 percent impervious surfaces. "A single subsurface BMP is proposed at the property's northeast corner. The infiltration structure will have a capacity of 0.54 acre -feet, • treating urban runoff before directing it to the primary storm drain. August 5, 2009 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Site Characterization Land Use Designation or Zoning: Regional Commercial (RC) Commercial Park (CP) ' Current Property Use: Vacant Proposed Property Use: Availability of Soils Report: Phase 1 Site Assessment: • t: Auto Mall and Multi- Family Residential Y Z. N ❑. Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Y ® N ❑ Note: If prepared, attached remediation summary and use restrictions in Appendix H. August 5, 2009 Z 0 �* 0 • Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Receiving Waters for Urban Runoff from Site Receiving 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Waters Beneficial Use Whitewater Evacuation Not designated as impaired I Not a water body Channel _ , classified as RARE Whitewater Not designated as impaired MUN, AGR, GWR_, REC I, REC II COLD WILD POW WARM Not a water body River I ' classified as rare Coachella Valley Storm Pathogens, Toxaphene, Dieldrin, FRSH,.REC I b, REC II b, Water DDT PCBs (Polychlorinated WARM, WILD, RARE c Approximately 2 miles Channel biphenyls) August 5, 2009 7 C� Whitewater River Region WQMP Dune Palms Road and Highway 111 Project II. Pollutants of Concern Proximate Receiving Waters: 719.40 Coachella Hydrologic Subunit — Impaired for: Pathogens, Toxaphene Coachella Valley Storm Channel HUB No. 719.40 Impaired for: Pathogens,.Toxaphene Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project Causing Receiving Water Impairment BacteriaNirus — < Potential Yes . Heavy Metals Potential Nutrients Potential P`s tiddes`(Toxaphene) Potential Yes Organic Compounds (Toxaphene) Potential Yes Sediments Potential Trash & Debris Potential Oxygen Demanding Substances Potential Oil & Grease Potential Other (specify pollutant): Other (specify pollutant): August 5, 2009 8 Whitewater River Region. WQMP Dune Palms Road and Highway 111 Project • General Description of Potential Urban Runoff Pollutants • Pathogens — Pathogens (bacteria and viruses) are ubiquitous microorganisms that thrive under certain environmental conditions. Their proliferation is typically caused by the transport of animal or human fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the aquatic habitat and create a harmful environment for humans and aquatic life. Also, the decomposition of excess organic waste causes increased growth of undesirable organisms in the water. • Metals — The primary source of metal pollution in Urban Runoff is typically commercially available metals and metal products. Metals of concern include cadmium, chromium, copper; lead, mercury, and zinc. Lead and chromium have been used as corrosion inhibitors in primer coatings and cooling tower systems. Metals are also raw material components in non -metal products such as fuels, adhesives, paints,, and other coatings. At low concentrations naturally occurring in soil, metals may not be toxic. However, at higher concentrations, certain metals can be toxic to aquatic life. Humans can be impacted from contaminated groundwater resources, and bioaccumulation of metals in fish and shellfish. Environmental concerns, regarding the potential for release of metals to the environment, have already led to restricted metal usage in certain applications. ■ Nutrients — Nutrients are inorganic substances, such as nitrogen and phosphorus. They commonly exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources of nutrients in Urban Runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, referred to as cultural eutrophication, may lead to excessive decay'of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. ■ Pesticides — Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Excessive or improper application of a pesticide may result in runoff containing toxic levels of its active ingredient. • ■ Organic Compounds — Organic compounds are carbon- based. Commercially available or naturally occurring organic compounds are found in pesticides, solvents, and hydrocarbons. Organic compounds can, at certain concentrations, indirectly or directly constitute a hazard to life or health. When rinsing off objects, toxic levels of solvents 'and cleaning compounds can be discharged to the MS4. Dirt, grease, and grime retained in the cleaning fluid or rinse water may also adsorb levels of organic compounds that are harmful or hazardous to aquatic life. ■ Sediments — Sediments are soils or other surficial materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, lower young aquatic organisms. survival. rates, smother bottom dwelling organisms, and suppress aquatic vegetation growth. ■ Trash and Debris — Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste products on. the landscape. The presence of trash and debris may have a significant impact on the recreational value of a water body . and aquatic habitat. Excess organic matter can create.a high biochemical oxygen demand in a stream and thereby lower its. water quality. In addition, in areas where stagnant water exists, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. ■ Oxygen- Demanding Substances — This category includes biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Proteins, carbohydrates, and fats are examples of biodegradable organic compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen - demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. • Oil and Grease - Oil and grease are characterized as high- molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular- weight fatty acids. Introduction of these pollutants to the water bodies are very • possible due to the wide uses .and applications of some of these products in, municipal, residential, commercial, industrial, and construction are Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality. August 5, 2009 9 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project •. In reference to Exhibit B of the Riverside County Water Quality Management Plan for Urban Runoff, the proposed project will comprise the following land use types and associated potential ,pollutants. Type of Oxygen Bacteria Oil Development Sediment/ Organic Trash Demanding & & (Land Use) Turbidity Nutrients Compounds & Substances Viruses Grease Pesticides . M_ etals Debris Attached P P N P PM P P(2) P N Residential Development Automotive N N p(4.5) P N N P N P Repair Shops Parking P(1) P(1) P(4) P. P(1) P(6) P P(1) P Lots Abbreviations: P = Potential N = Not potential Notes: (1) A potential pollutant it landscaping or open.area exists on the Project site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves animal waste. (4) Specifically, petroleum hydrocarbons. (5) Specifically, solvents. (6) Bacterial indicators are routinely detected in pavement runoff. The project's attached residential development, automotive dealer /repair shops and parking lots land uses have • the generalized potential to produce sediment/turbidity; nutrients; organic compounds; oxygen- demanding substances; bacteria and viruses; oil and grease; pesticides and metals. The receiving waters for the proposed project are the Whitewater River and Coachella Valley Storm Water Channel. The Whitewater River is-not recognized as an impaired body; however, it drains directly into the Coachella Valley Storm Water Channel. The 2006 CWA Section 303 List of Impaired Water Bodies, along with the adopted revisions made in January of 2009, identifies the eastern segment of the Coachella Valley Storm Water Channel as being impaired by pathogens, toxaphene, dieldrin, DDT and PCBs. The sources of these pollutants are relatively unknown Potential Project Pollutants: Sediments /turbidity; nutrients; organic compounds; trash and debris; bacteria and viruses; pesticides;, and metals. Based on the project's listed..land use., categories. Legacy Pollutants: According to a Phase I Environmental Site Assessment conducted by Earth Systems Southwest (ESSW) in 2006, the site served for agricultural operations between 1949 and 1955 approximately. This previous use results in the potential for residues of DDT and other organochlorine pesticides. At the time of this investigation, a trailer park with associated storage areas, a pool and a well site, occupied approximately 3 acres of the 19 +/- acre site. Traces of DDT and organochlorine pesticides were also found in this mobile home area. A Phase H Site Investigation, also conducted by ESSW, revealed that the detected pesticide. traces did not surpass the - acceptable threshold. The property's historic agricultural uses and trailer park have resulted in residual pesticide levels that could be considered legacy pollutants. However, 'the • findings reached after two site and soil investigations conclude that the mentioned traces do not appear to represent a significant issue to future development. August 5; 2009 10 Whitewater River Region WQMP Dune Palms -Road and Highway 111 Project 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, Permittees Requiring Onsite Retention of Stormwater, of the Whitewater River Region WQMP). This section does not need to be completed. No ❑ . This section must be completed. This Project meets the following condition: ❑ Condition A: Runoff from the Project is discharged directly to a publicly- owned, operated and maintained MS4; the discharge is in full compliance with Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Permittee. ❑ 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 minimizing impervious area on a site and incorporating other site - design concepts that mimic pre - development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Permittee. ❑ -None Refer to Section 3.4 of the Whitewater River Region WQMP for additional requirements. Supporting engineering studies, calculations, and reports are included in Appendix C. (To be provided) August 5, 2009 11 2 year — 24 hour 10 year — 24 hour Precondition Post - condition Precondition Post - condition Discharge (cfs) .Velocity (fps) Volume (cubic feet) Duration (minutes) (To be provided) August 5, 2009 11 • Whitewater River Region WQMP Dune Palms Road and Highway 111 Project III. 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 the Section 3.5 of the WQMP and consist of Site Design, Source Control and, if /where necessary, Treatment Control BMPs as described herein. V.1 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, Permittees Requiring Onsite Retention of Stormwater, of the Whitewater River Region WQMP). Section VA does' not need to be completed. No ® Section V.1 must be completed. This section of the Project - Specific WQMP documents the Site Design BMPs and, if /where necessary the Treatment Control BMPs that will be implemented on the Project to meet the requirements within Section 3.5.1 of the WQMP. Section 3.54, includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address the project's Pollutants of Concern with BMPs. Further sub- section 3.5.1.1 specifically requires that the projects Pollutants of Concern be addressed with Site Design BMPs to the extent feasible. This project incorporates Site Design BMPs to .fully address the Pollutants of Concern where and to the extent feasible. If and where it has been acceptably demonstrated to the Permittee that it is infeasible to fully meet this requirement with Site Design BMPs, this section includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements. 1 In addressing pollutants of concern, BMPs are selected using Table 2 below. August 5, 2009 12 • • Whitewater River Region WQMP ` Dune Palms Road and Highway 111 Project Table 2. BMP Selection Matrix Based Upon Pollutant.Removal Efficiency (Excerpted, with minor revision, from the Orange County Water Quality Management Plan dated September 26, 2003 and the San Bernardino Water Quality Management Plan dated April 14, 2004) August 5, 2009 13 Wet Water Hydrodynamic Manufactured Detention Infiltration Ponds . Filtration Quality Separator or Proprietary Pollutant of Biofilters Basins (3) BMPs (4) or Systems (6) Inlets Systems (1) Devices (6) Concern (2) Wetlands (5) Sediment/Turbidity H/M M H/M H/M H/M L H/M U (L for Turbidity) Nutrients L M H/M H/M L/M L L U ,Organic? U U U U H/M L L U Compounds . Trash & Debris L M U U H/M M H/M U Oxygen L M H/M H/M H/M L L U Demanding Substances Bacteria' &Viruses ; U U `H /M U H/M L L U Oil &'Grease ;H /M M U U H/M M L/M U Pesticides U U U U U L L U (non -soil bound) Metalsl IH /M M H. H. H L L U Abbreviations: L: Low removal efficiency . H /M: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance_ provided by this table may be necessary. (2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with imperious lining. Effectiveness based upon minimum 36 -48 -hour drawdown time. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in the WOMP, or newly developed/emerging stormwater treatment technologies. August 5, 2009 13 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • V.1.A SITE DESIGN BMPS This section documents the Site Design BMPs that will be implemented on this project to comply with the requirements in Section 3.5.1 of the WQMP: •. Table 3 herein documents the implementation of'the Site Design 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 goals described in sub - section 3.5.1.1. � .10 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Table 3. Implementation of Site Design Concepts July 29, 2009 1.5 Included Brief Reason for BMPs Design Concept Techni ue q Specific BMP P Yes No N/A Indicated as No or N/A Conserve natural areas by concentrating or cluster development on the lease 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 ® ❑ ❑ storage areas on the site. Maximize canopy interception and water conservation by +.. preserving existing native trees and shrubs, and planting ❑ ® ❑ Existing vegetation is minimal. C Minimize Urban additional native or drought tolerant trees and large shrubs. C p Runoff, Minimize Impervious Use natural drainage systems. ❑ ® ❑ Natural drainage system is relocated. (i Footprint, and = Conserve Natural Increase the building floor area ratio (i.e., number of stories ® ❑ ❑ This BMP is not financially feasible. .y Areas above or below ground). O(See WG1MP Construct streets, sidewalks and parking lot aisles to that safety a ® El 1:1, Section 3.5.1.3) minimum widths necessary, provided public and N walkable environment for pedestrians is not compromised. Reduce widths of streets where off - street parking is ® ❑, ❑ available. Design driveways with shared access, flared (single lane at ® ❑ ❑ street), or wheel strips (paving only under the tires). Minimize the use of impervious surfaces, such as decorative ® ❑ Cl concrete, in the landscape design. Other comparable and equally *effective Site Design BMP (or BMPs) as approved by the Permittee (Note: Additional ❑ ❑ ® No additional Site Design BMPs are used. narrative required to describe BMP and how it addresses site design concept). July 29, 2009 1.5 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Table 3. Site Design BMPs (continued) Included Design Brief Reason for Each BMP Concept Technique Specific BMP Yes No N/A Indicated as No or N/A Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer ® ❑ ❑ areas. Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. ® ❑ ❑ Incorporate landscaped buffer areas between sidewalks and streets. ® ❑ ❑ Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. E] ❑ ® This BMP is not financially feasible. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs used at street corners, and culverts used under ❑ ® ❑ Urban, curb /swale system is used. 4 d C VConnected Minimize Directly Impervious Area driveways and street crossings. Urban curb / swale system: street slopes to curb; periodic swale inlets drain to vegetated swale or biofilter. ® El El Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s. ® ❑ ❑ Maximize the permeable area by constructing walkways, trails, patios, C +� Cl) (See W(1MP Section 3.5.1.4) 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. ® 1:1 ET Use vegetated drainage swales in lieu of underground piping or imperviously lined swales. ® ❑ ❑ Incorporate parking area landscaping into the drainage design. ® ❑ ❑ Where soil conditions are suitable, use perforated pipe or gravel filtration pits,for low flow infiltration. ® ❑ ❑ Construct onsite infiltration BMPs such as dry wells, infiltration trenches, and infiltration basins consistent with vector control ® ❑ ❑ objectives. Construct onsite ponding areas or detention facilities to increase opportunities for infiltration consistent with vector control objectives. ® ❑ ❑ July 29, 2009 16 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Table 3. Site Design BMPs (continued) Design Concept Technique . N Specific BMP Included. Brief Reason for Each BMP Yes I No I N/A I - Indicated as No or N/A +r Minimize Direct roof runoff into cisterns or rain barrels for reuse. ❑ 1 ® ❑ Not part of proposed use. V Directly Use vegetated drainage swales in lieu of underground piping or ® ❑ ❑ CConnected (J Impervious Area imperviously lined swales. 9' (See WQMP Incorporate tree well filters, flow- through planters, and /or bioretention ® ® ❑ Section 3.5.1.4) areas into landscaping and drainage plans. Other comparable and equally effective Site Design BIv1P (or BMPs) as by Permittee Additional ❑ ❑ ® No additional Site Design BMPs are approved the (Note: narrative required used. describing BMP and how it addresses site design concept). 0 July 29, 2009 17 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • Project Site Design BMPs: (Infiltration BMPs to be determined) • • .August 5, 2009 18 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project Table 4. Site Design -BMPs Meeting the Measureable Goal in WOMP.Section 3.5.1.1 DRAINAGE -SUBAREA ID OR NO. (2) SITE DESIGN BMP TYPE * (See Table 2) (3) POLLUTANTS WITHIN SUBAREA CAUSING RECEIVING WATER IMPAIRMENTS (refer to Table 1) (4) RELATIVE EFFECTIVENESS OF BMP (COLUMN 2) AT ADDRESSING IDENTIFIED POLLUTANTS. (COLUMN 3) (U, L, M, H /M, H; see Table 2) (5) BMP MEETS WHICH DESIGN CRITERIA? (identify as VBMP OR QsMP) (6) BMP TRIBUTARY AREA (nearest 0,1 acre) TOTAL AREA TREATED WITH SITE DESIGN BMPS NEAREST 0.1 ACRE " * Site Design BMPs included in this table are those that completely address the Treatment Requirements for their tributary area. August 5, 2009 19 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Justification of infeasibility for sub -areas not addressed with effective Site Design BMPs in Table 4: • Insert text here listing each sub -area wherein the Pollutants'of Concern are not fully addressed with Site Design BMPs as required in WQMP Section 3.5:1.1, and provide justification of infeasibility for each. V.1.13 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.1.A has demonstrated that it is infeasible to meet these requirements through implementation of Site Design BMPs. ® The Site Design BMPs described in Section V.1.A of this project - specific WQMP completely address the Pollutants of Concern for the entire project site as required in Section 3.5.1.1 of the WQMP. Supporting documentation for the sizing of these Site Design BMPs is included. in Appendix F. *Section V.1.13 need not be completed. ❑ The Site Design BMPs described in Section VA.A of this project - specific WQMP do NOT completely address the Pollutants of Concern for the entire project site as required in Section 3.5.1.1 of the WQMP. *Section V.1.13 must be completed. • The Treatment Control- BMPs identified in this section are selected sized and implemented to address the Pollutants of Concern for all project sub -areas where these pollutants were not fully addressed with Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F. r� August 5, 2009 20 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project Table 5: Treatment Control BMP Summary DRAINAGE SUBAREA ID OR NO. (2) TREATMENT CONTROL BMP TYPE (SEE TABLE 2) (3) POLLUTANTS POTENTIALLY GENERATED WITHIN SUBAREA CAUSING RECEIVING WATER IMPAIRMENTS* (REFER TO TABLE 1) (4) RELATIVE EFFECTIVENESS OF BMP (COLUMN 2) AT ADDRESSING IDENTIFIED POLLUTANTS (COLUMN 3) (U, L, M, H /M, H; SEE TABLE 2) (5) BMP MEETS WHICH DESIGN CRITERIA? (IDENTIFY AS VBM.P OR 'QBMP) (6) BMP TRIBUTARY AREA (NEAREST 0.1 ACRE) TOTAL AREA TREATED WITH TREATMENT CONTROL BMPS NEAREST 0.1 ACRE)" August 5, 2009 21 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project. V.1.0 MEASUREABLE GOAL SUMMARY This section documents the extent to which this project meets the measureable goal described in WQMP Section 3.5.1.1 of addressing all of the projects Treatment Requirements with Site Design BMPs. Table 6: Measureable Goal Summary y • August 5, 2009 22 (2) (3) % of Treatment Total Area Treated with Total Area Treated with Requirement addressed Site Desiqn BMPs Treatment Control BMPs with Site Design BMPs August 5, 2009 22 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project • V.2 SOURCE CONTROL BMPs � 0 I 01 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 Applicable Non- Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees ® ❑ Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance ® ❑ Common Area Litter Control ® ❑ Street Sweeping Private Streets and Parking Lots ® ❑ Drainage Facility Inspection and Maintenance ® ❑ Structural Source Control BMPs MS4 Stenciling and Si na e ® ❑ Landscape and Irrigation System Design ® ❑ Protect Slopes and Channels ® ❑ Provide Community Car Wash Racks ® ❑ Properly Design*: Fueling Areas ® ❑ AirMater Supply Area Drainage ® ❑ Trash Storage Areas ® ❑ Loading Docks__ _ ❑ Maintenance Bas ® ❑ Vehicle and Equipment Wash Areas ® ❑ Outdoor Material Storage Areas ® ❑ Outdoor Work Areas or Processing Areas ® ❑ Provide Wash Water Controls for Food Preparation Areas ❑ *Vetails demonstrating proper design must be included in Appendix F. August 5, 2009 23 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project • (To be provided) Appendix D includes copies of the educational materials that will be used in implementing this project - specific WQMP. 0 � 0 August 5, 2009 24 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project c V.3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES Insert Text or state "Not applicable." Note: The Project Specific WQMP Preparer should refer to Section 3.5.4 of the Whitewater River Region WQMP - V.4 REGIONALLY -BASED TREATMENT CONTROL.BMPS Insert Text or state "Not applicable." Note: The Project Specific WQMP Preparer should refer to Section 5.0 of the Whitewater River Region WQMP. �J August 5, 2009 25 Whitewater River Region WOMP Dune Palms Road and Highway 111 Project IV. Operation and Maintenance Responsibility for BMPs . Appendix G of this project - specific WQMP includes copies of CC &Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project - specific WQMP requirements. � 40 6 � 0 August 5, 2009 26 • • Whitewater River Region WQMP Dune Palms Road and Highway 111 Project V. Funding Insert text identifying the funding source or sources for the operation and maintenance of each Site Design and Treatment Control BMP included in the project. August 5, 2009 27 • Whitewater' River Region WOMP Dune Palms Road and Highway 111 Project Appendix A Conditions of Approval Planning Commission Resolution Dated i Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Appendix B .Vicinity Map, WQMP Site Plan, and Receiving Waters Map KI • v- k ML-J" MPI W n c c 0 W It W :r Cl) Ir < w 0 3.. F- < z 3: > mcr W > W z w w cr oQ UAW 0 �i �Q� Qa w z D a Whitewater River Region WOMP Dune Palms Road and Highway. 111 Project Appendix C Supporting, Detail Related to Hydraulic Conditions of Concern Whitewater River Region WQMP' Dune Palms Road and Highway 111 Project A pp endix D Educational Materials • 9 Selpiul telephone numbers and IinkS: RIVERSIDE COUNTY WATER AGENCIES: City of Banning (951) 9223130 City of Beaumont (951) 769 -8520 City of Blythe (760) 922 -6161 City of Coachella (760) 3983502 Coachella Valley Water District (760) 398 -2651 City of Corona (951) 736 -2259 Desert Center. CSA451 (760) 2273203 Eastern Municipal Water District (951) 9283777 Elsinore Valley MWD (951) 674 -3146 Farm Mutual Water Company (951) 244-4198 City of Hemel (951) 7653712 Idylhvild Water Dishier (951) 659.2143 Jurupa Community Services District (957) 360.8795• Lake Hemet MWD (951) 6583241 Lee lake Water District (951) 277-1414, March Air Force Base (951) 656 -7000' Mission Springs Water District 760) 329-6448 City of Palm Springs 760) 323-6253 , Rancho Caballero (951) 780.9272 Rancho California Water Distrct (951) 296.6900 Ripley. CSA 962 (760) 9n -4951 City of Riverside (951) 351-6170 - Rubldoux Community Services District (951) 664 -7580 Silent Valley Club, Inc (951) 849 -4501 Valley Sanitary District p60) 347 -2356 Western Municipal Water District (951) 7895000 Yucaipa Valley Water District (9D9) 797 -5117 CALL 1 -600- 506 -2555 to: • Report dogged slorm drais.or illegal storm drain disposal torn residential. industrial, construction and commercial sites Into public streets. storm drains andforwatarbodies. FtrM out about our various storm man poNtion proves tkon materials. • Locate the dates and turners of Household Hazardous Waste (HHW) Collection Event. • Request adult. neighborhood. or classroompraumatiors. . Locate other County environmental services. • Receive grasscyding information and composting workshop information. Or visit our (Riverside County Flood Control District website at: www.floodconlrol.co.rivemide.ca.tis rivemide.ca.us Other links to additional storm drain pollution Information: • County of Riverside Environmental Health: wwwAvcoeh.org • Caldomia Slate Water Resource Conservation Board: www. svrrcb.oa.00v /stonmtr8inks.html • California Water Quality Task Force: www.cabmohandbooka.com/ • United State Environmental Protection Agency (EPA): www. eoa. govl000GnbdoZlmmeforoaranslbusorc .htm (compliance assistance Information) • ssA Riverside County Only Rain in the Storm Drain Pollution Protection Program gratefully acknowledges the Bay Area Stormwater Management Agendas Association and the Cleaning Equipment Trade Association forinlarmation provided in this brochure. StomYf�k� What you should'knowt fo Swimming Pool, lacuna and Fountain Maintenance to r{4 ;goes? Storm Drains are not connected to sanitary sewer systems and treatment plants! The primary purposeiof -storm drains is to carry rain water away from developed areas',to�`preventA;obing. Untreated storm water and the pollutants it carries flow directly "into °rivers, lakes, and streams. Wastewater from residential swimming pools;jjacuzzis, fishponds, and fountains often contain chemicals. used for `sanitizing or cleansing purposes. Toxic chemicals (such as chlorine or copper -based algaecides) can damage the environment when wastewater is allowed to flow into our local rivers, lakes, and streams by way of the storm drain system. Each of us can do our part to help clean our water, and that adds up to a pollution solution. The Cities and County of Riverside'iave adopted ordinances for;storm_dtain pollution management to maintain discharge control and prevent illegal storm drain discharge. In accordance with state and federal law, these local storm water ordinances prohibit the discharge of pollutants into the stone drain system or local surface waters. The Only Rain in the Storm Drain Pollution Program informs residents and businesses of storm drain pollution prevention activities such as those described in this brochure. J�t PLEASE NOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways — without a Regional Water Quality Control board permit or waiver— is strictly prohibited by local ordinances and state and federal law. Use These OJO 1419F PROF. Aw P1118MAJOLOJIF Affir OffifletwifPSOMF Guidelines For Proper Draining of Your Swimming Pool, Jacuzzi and fountain Water Discharge Regulations Requirements for pool draining may differ from city to city. Check with your water agency to see if disposal to the sanitary sewer line is allowed . for pool discharges (see reverse side for Riverside County water" purveyors). If sewer discharge is allowed; a hose can be run from your swimming pool pump to the Washing machine drain or a sink or bathtub. If sewer discharge is not allowed, or if your. house is.served by a septic tank, review the options presented below. Discharge Options If your local sewer agency will not accept pool w or if you are on a septic tank system, follow these 1. Reduce or eliminate solids (e.g., debris; lea water. Refinishing Pool Surfaces If you are resurfacing your pool,. or resurfacing the pool patio area, be sure to hose down mixers, tools and trailers in a dirt area where rinse water won't flow into the street, gutter or storm drain. Local storm water ordinances strictly prohibit the discharge of pollutants into the storm drain system. Residues from acid washing and similar activities require special handling. Never discharge low or high pH wastewater into the street, gutter or storm drain. � r � I . ter into their system, guidelines: I �► ves or dirt) in the pool %L 2. Allow the chemicals in the pool water to dissipate. This "could take up to seven (7) days depending on the time of,year. Create a co-op; let your neighbor share your pool while theirs is being prepared for draining, then use their pool while yours is being drained. Chlorinated water should not be discharged into the storm drain or surface waters. This includes large pools such as community swimming pools or spas.. 3. When the pool water is free of all chemicals; (verify by a home pool water test kit) drain pool .waterto landscaped areas, lawns, yards, or any areas that will absorb the water. 4. You may have to drain the.pool water over a period of a few days to allow the landscape areas to absorb most of the water. 5. Control the flow of the draining .pool water to prevent soil erosion. Do not allow sediment to enter the street, gutter or storm drain. 6. Avoid discharging pool water into the street and storm drain system. Water runoff that enters the street can pickup motor oil, pet waste, trash and other pollutants, eventually carrying them into the storm drain system and local surface waters. Cleaning Filters Discharge of pool "filter rinse water and backflush to a stream, ditch, or storm.drain is prohibited. Backflush from pool filters must be discharged to the sanitary sewer, on -site septic tank and drainfield system (if properly designed and adequately sized), or a seepage pit. Alternatively, pool filter rinse water and backwash may be diverted to dirt or landscaped areas. Filter media .and. other solids should be picked up and disposed of in the trash. Chemical Storage and Handling • Use only the amount indicated on product labels. • Store chlorine and other chemicals in a covered area to prevent runoff. Keep out of reach of children and pets. • Chlorine kits, available at retail swimming pool equipment and supply stores, should be used to monitor the chlorine and pH levels. • Chlorine and other pool chemicals should never be allowed to flow into the gutter or the storm drain system. Algaecides Avoid using copper - based algaecides unless absolutely necessary. Control algae with chlorine, organic polymers or other alternatives to copper -based pool chemicals. Copper is a heavy metal that can. be toxic to aquatic life. Proper Disposal of Pool Chemicals If you need to dispose. of unwanted pool chemicals, first try giving them to a neighbor with a pool. If that doesn't work, bring unwanted pool chemicals to a Household Hazardous Waste (HHW) Collection Event. There's no cost for bringing HHW items to collection events - it's FREE! Call 1- 800 -506- 2555 for a schedule of HHW events in yourcommunity. NEVER put unused chemicals into the trash, onto the ground or down a storm drain. • Adopt a pet from your local animal shelter or adoption centers at pet stores. A variety of animals, from purebred tomixe d breed are waiting for loving arms and good. homes. Considert,' volunteering at your local animal " h� shelters. Volunteers, J donations, food, newspapers, old towels and linens are needed to help the animals.. RIVERSIDE COUNTY ANIMAL SHELTER LOCATIONS: BLYTHE 16450 West Hobson Way Blythe, CA 92225 760- 921 -7857 HEMET 800 South Sanderson Hemet, CA 92545 909 925 -8025 INDIO 45 -355 Van Buren Indio, CA 92201 760 - 347 -2319 RIVERSIDE 5950 Wilderness Avenue Riverside, CA 92504 909 - 358 -7387 FOR. ALL OTHER AREAS CALL 1- 888 -636 -7387 Riverside County gratefully acknowledges the City of Los Angeles Stormwater Program for the design concept of this brochure. TIPS FOR A HEALTHY PET i AND A HEALTHIER ENVIRONMENT' I., s Av is r;. o: e: o: e: e; .o: 0. R CREATE A HEALTHY ENVIRONMENT in and around your home by following these simple pet practices. Your pet, family and neighbors will appreciate their clean comfortable surroundings. HOUSEHOLD PETS We all love our pets, but pet waste is a subject everyone likes to avoid. Pet waste left on trails, sidewalks, streets, and grassy areas is immediately flushed into the nearest waterway when it rains. Even if you can't see water near you, the rain or waste water WASHES all that PET WASTE and BACTERIA INTO THE STORMDRAIN, where it travels to your neighborhood creek or lake untreated. These animal droppings also contain nutrients that can promote the growth of algae, if they enter our streams and lakes. The risk of STORMWATER CONTAMINATION INCREASES, if pet wastes is allowed to accumulate in animal pen areas or left on sidewalks, streets, or driveways where runoff can carry them to storm sewers. Some of the DISEASES THAT CAN SPREAD from pet waste are:. Campy lobacteriosis — a bacterial infection that causes diarrhea in humans. Salmonellosis — the most common bacterial infection transmitted to humans from animals. Toxocarisis — roundworms transmitted from animals to humans. Flies and other pest- insects can also increase when pet waste is disposed of improperly, becoming a nuisance and adding yet another vector for disease transmission. WHAT CAN YOU DO? SCOOP up pet waste and flush it down the toilet. NEVER DUMP pet waste into a storm drain or catch basin. USE the complimentary 'BAGS or mutt mitts offered in dispensers at local parks. CARRY EXTRA BAGS when walking your dog and.make them available to other pet owners who are without. TEACH CHILDREN how to properly clean up after a pet. TELL FRIENDS AND NEIGHBORS about the ill effects of animal waste on the environment. Encourage them to clean up after pets. Did.You Know... that Californians illegally dump about 80 million gallons of motor oil each year? �: �, &.I 6; R: P. &.: „ AD p; o;: o; o:: p; o: c;. d; c: o;: p; d: p; o;: p; d,: p a;: p; o,: p; o: p; o p. o;: p; p. o;: p; D: p; p; o;: d: o;: p; o;: o; �: Q. Q Many communities have "Scoop the Poop" laws that govern pet waste cleanup. Some of these laws specifically require anyone who walks an animal off a of their property to carry a bag; shovel, or scooper. Any waste left by the animal must be cleaned up immediately. CALL YOUR LOCAL CODE ENFORCEMENT OFFICER to find out more about pet waste regulations. Pets are only one of the many fixtures of L;. b h dd MATERIALS such as cat litter to clean- up spills. SWEEP UP used absorbent materials and place in the trash. HORSES AND LIVESTOCK Fortunate enough to own a horse or livestock ?'You, too, can play a part in protecting and cleaning up our p , water resources. The following are a few simple Best Management Practices (BMPs) specifically designed for horse, owners and. landowners with horses. • TRY composting - A vegetative cover T Treat spills of hoof oils like fuel placed around buildings or s spill. Use kitty litter to soak up the on steeper slopes can help o oil and dispose in a tightly sealed minimize erosion and f plastic bag. f:1 p Store pesticides in a locked, dry, improving the - �{ S well- ventilated area. appearance of your w property. In addition, • Protect stored fertilizer and avoid costlier erosion p pesticides from rain and surface controls, vegetative covers will provide w water. or icy conditions. C Call 1 -800 -506 -2555 to locate your • KEEP animals out of steams - Designed l local conservation district to find out stream crossings provide a safe, easy w what to do with your current backyard way for horses and livestock to ford m manure pile, how to re- establish a healthy streams. Fencing encourages the use of p pasture, what to do about weeds, and su ur an America t at a to water a crossing ins ea o e 5 ream e w a grass grow i y pollution. Lawn fertilizers, rinse water STORE your manure properly. Do not to navigate streams. This will allow from driveways and motor oil commonly store unprotected piles of manure in vegetation to stabilize stream banks Thank you for doing your part to protect end up in streams and lakes. CALL places 'where runoff may enter and reduce sediment pollution. your watershed, the environment, and the .1- 800 -506 -2555 FOR HOUSEHOLD streams, MOW pastures to proper .height, six or flood waters may wash equestrian way of life in your community! HAZARDOUS WASTE COLLECTION the manure away. Place a cover or tarp LOCATION AND DATES. Maintain your over the pile to keep rainwater out. inches is typically recommended. automobile to avoid leaks.. Dispose of Material STORAGE SAFETY TIPS - — - • CHECK with your local conservation used vehicle fluids properly. Your pets district: di t Many of the chemicals found in barns : o design manure storage « J� can be poisoned if they ingest gas, oil or require careful handling and proper .. a facilities to protect water quality. ntifreeze that drips onto the pavement disposal. When using these chemicals, or is stored in open containers. These structures usually consist of a be certain to follow these common sense ; !` concrete pad to protect ground water guidelines: NEVER HOSE VEHICLE FLUIDS into the and a short wall on one or two sides to street or gutter. USE ABSORBENT make manure handling easier. Buy only what you need: :a :o =° ;a 0 ;a 0 ;o 0 :a 0 :v 0 :A 0 ;b 0 ;o 0 ca 0 ;� 0 ;b 0 0 :a 0 0 ;� 0 sb 0 ?� Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Appendix E Soils Report 0 Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Appendix F Site Design and Treatment Control BMP Sizing Calculations and Design Details n U Whitewater River Region WQMP Dune Palms Road and Highway 111 Project Appendix G AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND /OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT- SPECIFIC WQMP � 0 I 0 Whitewater River Region WOMP Dune Palms Road and Highway 1. 11 Project Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS KI • LA QUINTA REDEVELOPMENT AGENCY 78 -495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 REPORT OF PHASE I ENVIRONMENTAL SITE ASSESSMENT SOUTH SIDE OF HIGHWAY 111 AND EAST OF DUNE PALMS ROAD LA QUINTA, RIVERSIDE COUNTY, CALIFORNIA June 20, 2006 © 2006 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 10661 -01 06 =06 -821 Earth Systems 1/ Southwest 79 -81 lB Country Club Drive 0 Bennuda Dunes, CA 92203 (760) 345 -1588 (800) 924 -7015 FAX (760) 345 -7315 June 20, 2006 La Quinta Redevelopment Agency 78 -495 Calle Tampico La Quinta, California 92253 Attention: -Mr. Thomas Genovese Subject: Report of Phase I Environmental Site Assessment Project: South Side of Highway 111 and East of Dune Palms Road La Quinta, Riverside County, California Dear Mr. Genovese: File No.: 10661 -01 06 -06 -821 As you requested, Earth Systems Southwest [ESSW] has completed this Phase I Environmental Site Assessment [ESA] of the site referenced above. This report was prepared for your exclusive use. It was prepared to stand as a whole and no part should be excerpted or used in exclusion of any other part. This project was conducted in accordance with our proposal dated May 11, 2006 and authorized on May 23, 2006. This report completes the scope of services outlined in our proposal. Thank you for this opportunity to be of service. If you have any questions regarding this report, or the information contained herein, please contact this office at your convenience. . Respectfully Submitted, p GE\ EARTH SYSTEMS SOUTHWEST C SCOT A. cc we STORMO CERWIEO HYDRRG 4826 Scot A. Stormo, RG 4826, CHG 204 G15T d j HG 204 Vice President ESA/ko /sas /aj f Distribution: 6/La Quinta Redevelopment Agency 1 /Field File . 2/BD File 1 /RC File • REPORT OF PHASE I ENVIRONMENTAL SITE ASSESSMENT SOUTH SIDE OF HIGHWAY 111 AND EAST OF DUNE PALMS ROAD LA QUI TA, RIVERSIDE COUNTY, CALIFORNIA June 20, 2006 TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................ ....:.........................1 1.1 Project Information .................................................................... ..................:...........1 1.2 Purpose and Scope of Work ....................................................... ......:.......................1 1.3 Exclusions and Data Gaps ......................................................... ....................:.........2 1.4, Limitations and Reliance ..................................:................:....:.. ..........:............. . ....:3 2.0 GENERAL SITE INFORMATION... .... 3 2.1 Size, Location, and Name ........................................ ............................3 2.2 Assessor's Parcel Number( s) .......................:............................. ..............................3 2.3 Township, Range, Section .................. ...4 ................................... ............................... 2.4 Site Boundaries 4 2.5 Current Development ................................................................. ..............................4 2.6 Site Topography ...........:........................................:.................... ......... .....................4 2.7 Surface Water Bodies ..................:............................................. ..............................4 2.8 Geology. and Hydrogeology ....................................................... ..............................4 3.0 SITE RECONNAISSANCE ..............:..........................................:...... ..............................5 • 3 -1 On -Site Observations ................................................................. ...... ... ............. ........5 3.2 Site Vicinity Observations ......................................................... ..............................6 4.0 HISTORICAL INFORMATION . ........:...................... 4.1 Aerial Photographs .............................................:...................... .........:........ .......... ..7 4.2 Topographic Maps ..................................................................... ....:.........................8 4.3 Munger Oil Maps .......... .................................................................................. 4.4 Fire Insurance Maps ................................................................... ..............................8 4.5 Local Street Directories .................................................... ............................... 8 4.6 Zoning/Land Use Records ...I ......... ...... 4.7 ,Recorded Land Title Information .............................................. .... ...:......................9 4.8 Building Department Records............ . ....................................................................... 9 4.9 Tribal Records ............................................................................. ......:......................9 4.10 Engineering and Institutional Controls ...................................... .....................:........9 4.11 Environmental Cleanup Liens ........................... ............................... ......9 5.0 AGENCY DATABASE SEARCH REPORT .................................... ..............................9 6.0 INTERVIEWS, GENERAL RESEARCH, AND PRIOR REPORTS ........................10 6.1 Current owners / occupants/ operators ..:...................................... ...:.........................10 6.2 Past owners / occupants /operators .............................................. ......................... ....10 6.3 Owners /occupants of neighboring properties ......................... .................. ........r.... to 6.4 Riverside County Department of Environmental Health ......... .......... :.................:.1 l 6.5 Riverside County Agricultural Commissioner's Office ......... ...:.............. ....11 6.6 Interviews Regarding. Compton Farm Practices ....................... .............................11 EARTH SYSTEMS SOUTHWEST TABLE OF CONTENTS, continued ii 6.7 Other Sources of Information ..............:.................................... .............................12 6.8 Prior Investigations and Experience ......................................... .............................12 7.0 SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS ... .............................13 APPENDIX A Figures APPENDIX B Photographs APPENDIX C Additional Documentation APPENDIX D Agency Database Search Report APPENDIX E Qualifications Statement EARTH SYSTEMS SOUTHWEST • • June 20, 2006 - 1 - File No.: 10661 -01 06 -06 -821 1.0 JNTRODUCTION 1.1 . Project Information This report presents the findings of the Phase I Environmental Site Assessment [ESA] conducted by Earth Systems Southwest [ESSW] for a property located on the south side of Highway 111 east of Dune Palms Road in the City of La Quinta, Riverside County, California. This. project was conducted for the La Quinta Redevelopment Agency in accordance with our proposal dated May 11, 2006 and authorized on May 23, 2006. We understand the client is purchasing the site. This project has been performed at the request of the client for due diligence.purpose.s. 1.2 Purpose and Scope of Work The purpose of an ESA is to evaluate ' the potential for the presence of soil or groundwater contamination that may be present because of the past use, handling, storage, or disposal of hazardous materials of petroleum products on or near the property. The scope of work for this evaluation is based on the United States Environmental Protection Agency Final All Appropriate Inquiry Rule (2006) [US EPA AAI]; and, the ASTM Standard E- 1527 -05, Standard Practice for Environmental Site Assessments, and consisted of the tasks listed below. Site Reconnaissance: This involved: {A) a visual reconnaissance of the site, noting physical evidence of potential contamination or possible sources of contamination; (B) interviews with persons familiar with the site (if possible) regarding present and past site usage; and (C) observation of adjacent properties to identify readily observable visual evidence of possible impacts to the subject site. Significant on -site conditions were photographed to document current conditions. Selected site photographs are presented in Appendix B. Site History Investigation: The history. of the site was investigated regarding past land use at and near the site, specifically as it relates to the storage, production, use, or disposal of hazardous materials. The sources of information for this evaluation are listed in the references section of this report, and may include the following categories of information (note that each category is utilized at the discretion of Environmental Professional (EP) to determine how much historical data is sufficient): • Aerial photographs ■ Topographic maps ■ Munger Oil maps ■ Fire Insurance Maps ■ Zoning/Land Use Records • Personnel Interviews • Tribal Recoils ■ Local Govermnent (County and City) Records records Relevant documents are provided in Appendix C. • EARTH SYSTEMS SOUTHWEST i.e., building department June 20, 2006 - 2 - File No.: 10661 -01 06 -06 -821 Regulatory Agency Record Review: Many regulatory agencies compile information concerning sites that generate, store, use, and/or release hazardous materials. This information can be accessed by reviewing lists published by the regulatory agencies. A report listing known sites that generate, store, use, and/or have released hazardous materials was obtained from a firm that specializes in maintaining a database of this type of information. A copy of the agency database search report is presented in Appendix D, and is discussed in Section 4. The search radius for this review was in general accordance with the US EPA AAI and ASTM standard E- 1527 -05 as measured from the property boundary. In. addition, selected government agencies were contacted for information they may have regarding environmental conditions at or near the site. Report Preparation: This report was prepared to present our findings, conclusions, and recommendations. A qualifications statement regarding the personnel who performed this evaluation is presented in Appendix E. 1.3 Exclusions.and Data Gaps Testing the air, groundwater, soil, or building materials for the presence of hazardous constituents was beyond the scope of this evaluation. The US EPA AAI and ASTM standard E1527 -05 require the identification of gaps in the data used in evaluating the site. Data gaps encountered in this project, and their significance to the project, are summarized below. • As stated in the proposal, land title information would only be reviewed if furnished by the Client. Land title information was not provided to ESSW, and .therefore was not reviewed. Because of the availability of other data sources, the. lack of title information is not considered to be significant. • ESSW personnel were not able to enter an area north of the center of the site due to dense, overgrown vegetation. This area was visually observed from the east and west. Small amounts of debris consisting of wind -blown trash and rusted 5- gallon paint cans were noted along the east and west sides of the dense overgrowth. The debris did not appear to extend deeper into the brush. • At the time of the site visit, it appeared that transients were living in a camper in the northeastern portion of the abandoned trailer park. ESSW personnel did not approach this camper out of concern for their personal safety, but visually observed the area from a distance of approximately 50 feet. The area around the camper did not appear to contain any drums or suspicious looking materials. ESSW is not able to offer opinions regarding portions of the site to which we did not have access or to which vision was obscured. However, given the conditions observed on the rest of the site, and the primarily residential history of the site, lack of entry into the two areas mentioned above is probably not significant. Further investigations of data gaps do not appear warranted. EARTH SYSTEMS SOUTHWEST June 20, 2006 - 3 - File No.: 10661 -01 • 06 -06 -821 1.4 Limitations and Reliance This report has been prepared for the exclusive use of the La Quinta Redevelopment Agency. The conclusions and recommendations rendered in this report are opinions based on readily available information obtained to date within the scope of the work authorized by the client. The scope of work for this project was developed to address the needs of the client as part of a property transaction (buy, sell, refinance, etc.) and may not meet the needs of other users. Other parties participating in the transaction for which .this project was conducted may also use the information presented in this report, provided said parties agree that ESSW shall have no additional liability arising from such use than described in the contract under which this project was conducted (a copy of that contract will be provided upon request). Any other use of or reliance on the information and opinions contained in this report without the written authorization of ESSW is at the sole risk of the user. It should be noted that any level of assessment cannot ascertain that a property is completely free of chemical or toxic substances. We believe the scope of work has been appropriate to allow the client to make an informed business decision. The results contained in this report are based upon the information acquired during the assessment, including information obtained from third parties. ESSW makes no claim as to the accuracy of the information obtained from others. In addition, it is possible that variations exist beyond or between points explored during the course of the investigation, and that changes in conditions can occur in the. future due to the works of man, contaminant migration; variations in rainfall, temperature, and /or other factors not apparent at the time of the field investigation. It • should also be noted that in active blow -sand areas, sand can accumulate quickly behind windbreaks. Consequently, materials can be buried out of view by natural wind -blown sand in a relatively short period of time under favorable conditions. The'services performed by ESSW have been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions in the site vicinity. No warranty, express or implied; is offered. 2.0 GENERAL SITE INFORMATION 2.1 Size, Location, and Name The site consists of approximately 19.61 acres of land located on the south side of Highway 111 a short distance east of Dune Palms Road in the City of La Quinta, Riverside County, California. The site is not known by a particular name, though it has been referred to as the Lou Mazella property in some correspondence we have received. The site location is depicted in Figure 1. The site layout is depicted in Figure 2. 2.2 Assessor's Parcel Number(s) The site is identified as Assessor's _Parcel Numbers [APNs] 600 - 020 -004 and -005. • EARTH SYSTEMS SOUTHWEST June 20, 2006 - 4 - File No.: 10661 -01 06 -06 -821 2.3 Township, Range, Section The site is located in the northwest quarter of the southeast quarter of Section 29, Township 5 South, Range 7 East, San Bernardino Baseline and Meridian. 2.4 Site Boundaries The property boundaries are defined by Highway 111 to the north, a temporary chain -link construction fence to the east, and the wall bounding the Desert Sands Unified School District facilities to the south. The western boundary was not sharply demarcated, but was assumed to be the eastern edge of the developed area for the commercial properties west of the site. 2.5 Current Development The western half of the site is undeveloped land while the eastern half is currently abandoned agricultural land with the remnants of a trailer park located.in the northeastern quarter of the site. 2.6 Site Topography Sand dunes cover the western half of the site except along the southwest boundary, which appears to have been a borrow source for construction of the commercial facilities west of the site. The eastern half of the site was smoothed for agricultural use. According to the Riverside County Land Information Service on the Riverside County Transportation and Land Management website (www.ttma.co. riverside .ca.us /gis /gisdevelop.htnil), the elevation of the site ranges from about 36 to 49 feet above mean sea level. 2.7 Surface Water Bodies Surface water bodies are not present on the site, either as lakes or streams. The Whitewater River is located within man -made embankments approximately 650 feet north of the site, and the All American Canal is located less than 500 feet southeast of the site. The Whitewater River contains water only as a result of significant rainfall events. Water bodies are not located in a position to transport contaminants onto the site, or be affected by contaminants released at the site. A narrow infiltration basin is located along the northwestern site boundary and appears to handle run -off from the adjacent commercial development to the west. It does not appear to drain onto the subject property. 2.8 Geology and Hydrogeology The site is located in the Coachella Valley of Southern California. The Coachella Valley is part of the tectonically active Salton Trough, which is a closed, internally draining basin bound by the San Jacinto and Santa Rosa Mountains to the southwest, the San Bernardino Mountains to the northwest, and the Little San Bernardino and Orocopia Mountains to the northeast and east. These mountain ranges, and the basement rock underlying the Coachella Valley, are primarily composed of granitic and .metamorphic rock. Within the Coachella Valley, the basement complex is overlain by a series of unconsolidated and semi - consolidated continental clastic sediments eroded from the surrounding mountain ranges, lacustrine deposits of ancient Lake EARTH SYSTEMS SOUTHWEST June 20, 2006 - 5 - File No.: 10661 -01 • 06 -06 -821 Cahuilla, and wind -blown sand deposited in the active blow -sand area of Riverside County (DWR, 1964). The site is located on aeolian (wind- blown) sand deposits. The northwest trending San Andreas Fault zone is the major geologic feature of the Coachella Valley. The Banning, Mission Creek, and Garnet Hill faults, which are part of the San Andreas. Fault system, divide the. Coachella_ Valley into four distinct hydrogeologic subbasins. Each subbasin is further divided into subareas, based on either the type of water - bearing formation, water quality, areas of confined groundwater, forebay areas, groundwater divides, or surface water divides.. The site is located within the Thermal subarea of the Indio subbasin. This subarea consists of the confined portion of the Indio subbasin, where water from the up- gradient Palm Springs subarea moves into the interbedded sands, silts and clays underlying the central portion of the valley. Groundwater in this subarea generally flows in a southeasterly direction toward the Salton Sea. The water bearing materials in this area have been divided into four units: a semi - perched zone at the ground surface and extending to a depth of up to 100 feet; an upper aquifer which is 150 to 300 feet thick; a lower aquifer in excess of 500 feet thick; and an aquitard between these two aquifers which is 100 to 200 feet thick. The semi - perched zone may be the uppermost water - bearing zone under the site. Water quality within this zone is generally poor. The deeper and upper aquifers are typically used for water supply. Throughout the Thermal subarea, the horizontal permeability is several times the vertical permeability resulting in a predominantly lateral flow of groundwater (DWR, 1964). The depth to groundwater at the site was evaluated by contacting the Coachella Valley Water District (CVWD). Mr. Brad Gummer of the CVWD indicated the depth to groundwater in a well located less than one half mile southwest of the site averaged 176.6 feet for the year 2005. Note • that the CVWD obtains depth to water information from production wells that tend to tap deeper aquifers, and may not represent upper -most groundwater. 3.0 SITE RECONNAISSANCE 3.1 On -Site Observations ESSW personnel visited the site on June 14, 2006, to observe current site conditions and adjacent land use. A summary of our findings is presented below. The site was observed to consist of native desert sand dunes on the west half and abandoned . agricultural land with an abandoned trailer Bark on the east half (Photo 1). The agricultural area appeared to have been abandoned for many years. Outlets for a gravity feed flood irrigation system and irrigation valve housings were observed south of the center of the site. Mature native shrubs covered the entire site, with the exception of the abandoned hailer park located in the northeastern quarter of the site. Extremely dense vegetation covered an area north of the center- of the site and prevented access to that immediate area. The vegetation did not show unusual signs of stress. All terrain vehicle tracks crossed the entire site. A shallow depressed area was located in the southwest'comer of the site, along the southwestern site boundary. This area was probably a borrow source for sand associated with construction of the commercial property to the west. The area appeared to have contained standing water at some point, most likely run -off fi•om . • EARTH SYSTEMS SOUTHWEST June 20, 2006 - 6 - File No.: 10661 -01 06 -06 -82.1 the site and possibly the area west of the site. Evidence of staining or debris as a result of the drainage was not noted. Windblown trash was noted throughout the site, but accumulated pri marily in the northwest comer of the site. Significant amounts of debris were located in the southeastern comer of the site (Photo 2). The debris consisted of waste plant material apparently from clearing trees or mature shrubs; household trash; 5- and 10- gallon paint cans; rusted metal food cans; wooden debris; carpet; and random trash that may have originated from the trailer park. With the exception of the paint cans, hazardous materials were not observed. Evidence of significant spillage or intentional disposal of waste liquids was not observed. An abandoned trailer park was located in the northeast quarter of the site. The trailer park consisted of several (more than twenty) concrete trailer pads, each with a hook -up for water, electric, and septic; a multi- roomed laundry facility with shower and restroom facilities; and a pool (Photos 3 and 4). Debris consisting of household trash, windblown trash, and mattresses were scattered throughout the laundry facility. A pipeline for natural gas was noted on the north side of the laundry facility. A pool with pumping equipment located below grade was located west of the laundry facility along the southern border of the trailer park: Remnants of the electrical system for the park were located between the laundry facility and the pool. • Transients appeared to be occupying a camper in the northeastern portion of the trailer park for residential use. ESSW personnel did not approach this area due to safety concerns, but visually observed the area from a distance of approximately 50 feet. The area outside the camper contained two vehicles, chairs, and one or two bags of trash, but did not appear to contain drums or suspicious looking materials. • A water well with two tanks and a pump was located north of the trailer park, south of Highway 111 (Photo 5). The well most likely supplied water to the trailer park during its operation but may also-have provided water for the agricultural use of the site pre - dating the trailer .park. 3.2 Site Vicinity Observations The site vicinity consisted of commercial properties and an active construction site. A commercial development consisting of a Chevron gas station, office buildings, self - storage buildings, and a narrow infiltration .basin was located west of the site. The Desert Sands Unified School District headquarters facilities were located to the south, Highway 111 was located to the north with a retail development beyond, and an active construction site was located to the east. Evidence was not observed that the site was adversely affected by activities on properties in the site vicinity. 4.0 HISTORICAL INFORMATION Information regarding the history of the site was obtained from various sources of information, as listed in the References section of this report. The results, of this research are summarized below. EARTH SYSTEMS SOUTHWEST June 20, 2006 .-7- File No.: 10661 -01 • 06 -06 -821 4.1 Aerial Photographs ESSW and Coachella Valley Water District (CVWD) aerial photo archives were reviewed to evaluate the history of the site and vicinity, with particular attention to indications of the potential use, storage, or disposal of hazardous materials. Our interpretations of these photographs are presented below: In 1939, the site and vicinity appeared to be native desert with low vegetation density. Highway 111 was visible along the northern site boundary. . ■ In 1949, the eastern half of the site appeared to be agricultural. At least two structures, or possibly the water tanks observed during the site visit, were located in the northeastern portion of the agricultural area (in the area depicted on Figure 2). The western half of the site was unchanged. The immediate vicinity consisted of a mix of undeveloped and agricultural properties, while the greater vicinity contained primarily agricultural properties. ■ In 1955, the eastern half of the site remained agricultural. Mature trees bordered the western boundary of the agricultural area, and divided the acreage into three equal sized parcels. The western half of the site appeared unchanged. The site vicinity appeared to be predominantly agricultural with small residences scattered throughout the area. Dune Palms Road extended north of Highway 111. Jefferson Street was visible east of the site as a dirt road. ■ In 1974, the agricultural portion of the site had been abandoned and the trailer park was visible in the northeastern quarter of the site and appeared to be densely populated. A pool, • 'the laundry building, and another permanent structure were visible along the southern boundary of the trailer park. 'The western half of the site and site vicinity appeared relatively unchanged. ■ In 1980, the site appeared to be unchanged except for a small area south of the trailer park that had been cleared. The western half of the site remained undeveloped. Four- to five trailers were visible north of the trailer park, south of Highway 111. The site vicinity appeared to be slightly less agricultural. ■ In 1984, the site appeared relatively unchanged. The western half of the site remained undeveloped. Two small structures, possibly storage sheds, were visible southeast of the trailer park, and a dirt..trail was visible leading from the southern end of the trailer park into the southern portion of the site. In the .vicinity, the All American Canal had been developed southeast of the site. ■ In 1990, several (at least five) trailers and - vehicles were visible just north of the trailer park. In the southern portion of the park, at least three trailers had been parked between the pool and laundry room. The larger of the, two `storage shed' structures southeast of the trailer park was no longer visible. The western half of the site remained undeveloped. The site vicinity was increasingly developed. ■ By 1995, the area north of the trailer park and the area between the pool and the laundry building east of the pool appeared less cluttered with trailers and/or vehicles. Neither of the `storage shed' structures southeast of the park were visible. The western half of the site • EARTH SYSTEMS SOUTHWEST June 20, 2006 - 8 - File No.: 10661 -01 06 -06 -821 remained undeveloped. The site vicinity appeared relatively unchanged. Development of the area was still progressing. ■ In 2000, the trailer park was much less populated. Most of the trailers had been removed except for approximately seven hailers in the southern portion of the park. The structure west of the pool appeared to have been demolished. Debris was visible along the southwestern site boundary, and the smaller `storage shed' structure was once again visible southeast of the trailer park. A portion of the site in the southwest corner of the site appeared . to have been cleared, most likely in conjunction with the development of the adjacent parcel to the west. In the vicinity, construction of the commercial development west of the site had begun,'and properties north of Highway 111 had been cleared for development. The Desert, Sands Unified School District facility was visible south of the site. 4.2 Topographic Maps Topographic maps produced by the U.S.G.S. were reviewed for information concerning, the development history. the site. The 7.5- minute La Quinta, California Quadrangle, dated 1959 and photo- revised in 1980, was reviewed. This map depicts the site as primarily undeveloped land with a "Trailer Park" added in the 1980 revision. The site vicinity. is depicted as a mixture of undeveloped and agricultural land, sparsely populated with small structures. The Coachella Valley Stormwater Channel, located less than 1,000 feet north of the site, is depicted as having been built by 1980. 4.3 Munger Oil Maps The Munger Oil map book was reviewed for information regarding historic oil -well drilling activities near the site. The map book did not depict oil wells having been drilled within 1 mile of the site. 4.4 Fire Insurance Maps From 1887 until present, the Sanborn Company compiled detailed maps used for fire insurance purposes that depicted buildings and other structures in selected urban areas in the United States and Canada. Sanborn maps can provide valuable information as to the historical usage of.a particular building. Sanborn maps for the site and vicinity were requested from Track Info Services LLC (aka Environmental FirstSearch or FirstSearch), a. firm that specializes in maintaining this type of information.. They indicated'that Sanborn Fire Insurance maps ate not available for the site. 4.5 Local Street Directories Due to the sparsely developed nature of the site, street directories were not reviewed. 4.6 Zoning/Land Use Records Zoning/Land Use records were not available from the Riverside County Land Information Service on the Riverside County Transportation and Land Management website (www.tima.co.riverside.ca.us/gis/gisdevelop.html). EARTH SYSTEMS SOUTHWEST June 20, 2006 4.7 . Recorded Land Title Information -9- A copy of the title was not provided for our review. 4.8 Building Department Records File No.: 10661 -01 06 -06 -821 The City of La Quinta building department was contacted regarding records on file for the site. No files were available for the subject site. The County of Riverside Department of Building and Safety [RCDBS] was contacted regarding records on file for the site. A file search was conducted and multiple files for the installation of mobile homes and septic tanks were found. The files did not. contain information regarding the manufacturing, storage, or disposal or hazardous materials on the site. 4.9 Tribal Records This site is not within' /, mile of tribal land. Therefore, Tribal records for the subject property or adjoining properties were not reviewed. 4.10 Engineering and Institutional Controls A search to identify Engineering and Institutional Controls (i.e. deed restrictions and restrictive zoning) to a radius of %z mile was conducted by FirstSearch. Engineering and Institutional were not identified for the subject site. 4.11 Environmental Cleanup Liens Recorded Environmental Cleanup Liens [ECL] on a property are indicators that contamination exists or existed at the site. ECLs are "encumbrances on a property for the recovery of incurred cleanup costs on the part of'a state, tribal, or federal government agency. or other third party" (EPA 2006). The Riverside County , Department of Environmental Health [RCDEH]) did not indicate that ECLs are assigned to the site. 5.0 AGENCY DATABASE SEARCH REPORT A report summarizing the information available from regulatory agencies regarding sites that .generate, store, use, and/or have released hazardous materials was obtained from.a firm that specializes in maintaining a database of this type of information. The publications reviewed in the database search are referenced in the database report, presented in Appendix D. The search radii used for each list were in accordance with the EPA AAI and ASTM E- 1527 -05 guidelines as measured from the property boundary. Significant information obtained, in the database - search is summarized below. ■ The site is not listed in the database report. ■ Nine sites within. the search radii are listed a total of fourteen times in the database report. These consist of three gasoline stations, three auto dealerships, two retail stores, and the Desert Sands Unified School District facilities. The sites are listed as being either generators • EARTH SYSTEMS SOUTHWEST June 20, 2006 _10- File No.: 10661 -01 06 -06 -821 of small quantities of -hazardous waste, or as having USTs. No problems are reported at these sites. These sites do not appear to pose a threat to the site due to the distance, direction, or nature of the issues at those sites. ■ The database search report lists one additional site as unmapped, due to vague address listings or the inability of the automated search system to identify the location of the release site. This listing is for a USA Gasoline Station, which was one of the nine sites discussed above. The information in the unmapped data file pertains to that site being a generator of hazardous waste. No problems are reported. 6.0 INTERVIEWS, GENERAL RESEARCH, AND PRIOR REPORTS 6.1 Current owners /occupants /operators The current owners of the site, Mr. and Mrs. Lou Mazella, and their son Mr. Lou Mazella Jr., were interviewed by telephone on June 5, 2006. Mr. and Mrs. Mazella indicated that they have owned the property for approximately 50 years. They purchased the property as an investment, at which time the property contained only the trailer park located in the northeast quarter of the site. Mr. Mazella indicated that he thought the trailers were on septic systems, and that the park was in operation until approximately 10 years ago. When queried about the possible agricultural history of the site, the presence of above - ground or underground storage tanks, or the storage of chemicals on -site, Mr. and Mrs. Mazella indicated that they were not aware of the property ever being used for agricultural purposes, and that the only tanks located on -site were the water tanks located in the northeastern portion of the site. With regards to the storage of chemicals or hazardous materials, the Mazellas indicated that they were not aware of any activities related to the storage or use of chemicals or hazardous materials on -site. Mr. Lou Mazella Jr. indicated that the structure in the southeastern corner of the trailer park was utilized as a laundry/restroom facility for the trailer park and that he thought the pool had been backfilled and abandoned. Mr. Mazella Jr. also indicated that another structure on -site, west of the pool, had been demolished. Mr. Mazella Jr. was not aware of any activities related to the storage or use of chemicals or hazardous materials on -site. .6.2 Past owners /occupants /operators Mr. and Mrs. Mazella indicated that they had purchased the site from Mr. Elmer Plum approximately fifty years ago, but that they did not have contact information for Mr. Plum. Given the length of time'that the property has been possessed by the Mazellas, efforts to contact Mr. Plum were not attempted. 6.3 Owners /occupants of neighboring properties The US EPA recommends that interviews with persons on adjoining properties be conducted for properties that are "abandoned." Ms. Idelma Nunez of Coldwell Banker Real Estate, located in the commercial center west of the site was interviewed at the time of the site visit regarding historical usage of the site. Ms. Nunez indicated that she had not witnessed nor was aware of any dumping or illegal activities on the site. EARTH SYSTEMS SOUTHWEST June 20, 2006 _11- File No.: 10661 -01 • 06 -06 -821 6.4 Riverside County Department of Environmental Health Ms. Linda Shurlow with the Riverside County Department of Environmental Health [RCDEH] was contacted regarding known problems at the site or in the site vicinity. Ms. Shurlow indicated that she was not aware of any problems at the site or in the site vicinity. Mr. Doug Thompson with the RCDEH was contacted during a prior project regarding the RCDEH's approach to pesticide residues at agricultural sites. Mr. Thompson indicated that pesticide residues that result from use in conformance with legal requirements at the time of use are not subject to hazardous waste regulations, unless those soils are exported from the site (at which time they become subject to hazardous waste regulations). However, the RCDEH is concerned that on -site workers and future residents may suffer adverse health effects from the presence of these residues when the agricultural properties are converted to other uses. The RCDEH has started requiring that Phase 11 investigations be performed to evaluate whether pesticide residues are present at elevated concentrations. 6.5 Riverside County Agricultural Commissioner's Office Ms. Carolyn Brown with the Riverside County Agricultural Commissioner's office [RCAC] was contacted previously for general information regarding pesticide use. Ms. Brown indicated that the pesticide DDT was widely used throughout the Coachella Valley prior to its ban in the early 1970's. Consequently, it should be assumed that DDT could have been used on all properties used for agriculture prior to that time. • 6.6 Interviews Regarding Common Farm Practices Mr. Tom Brickley with Brickley Environmental, an asbestos removal contractor, was contacted during a previous project regarding the use of asbestos. piping in irrigation systems. Mr. Brickley indicated that they have been involved in the removal of asbestos- containing irrigation piping at numerous sites, and that finding this type of piping common. He also stated that these pipes are not considered a hazardous material and can be left in place, but are often removed due . to engineering and site development considerations. If the pipes are removed, the removal needs to be performed by a licensed asbestos contractor and disposed to a permitted landfill following appropriate protocols. The costs to remove and dispose of the asbestos pipe is dependent upon the condition it is in, but he stated that.pipe in good condition can be removed for an average cost of about $500 to $2,000 per 100 linear feet of pipe. Mr. Bob Sheppard with CV Gradnig, a contractor that installs irrigation systems, was contacted during a previous project for information regarding typical uses of asbestos - cement (AC) pipe. He indicated that AC pipe is used in irrigation systems when the pressure is anticipated to exceed the design strength of common concrete pipe. Commonly used concrete pipe has a design strength sufficient for a hydrostatic head of about 20 feet, while AC pipe can have design strengths of 50 to 100 feet of hydrostatic head. AC pipe is more expensive than common concrete pipe, and therefore AC pipe is usually used only when the head is anticipated to exceed 20 feet of head. Non - pressurized gravity feed irrigation systems are usually constructed of non- asbestos concrete pipe. • EARTH SYSTEMS SOUTHWEST June 20, .2006 -12- File No.: 10661 -01 06 -06 -821 6.7 Other Sources of Information Information regarding DDT was obtained from the reference books "Agricultural Chemicals: Book I - Insecticides" (Thompson, 1998). That reference indicates that DDT is one of the most widely used insecticides in the world. It is stable under most conditions, and accumulates in the body fat of animals and in the soil. In other references: The half -life of DDT in soil has been estimated to be about 30 years under normal conditions (Saltzman and Yaron, 1986). A shorter half -life can be obtained under optimum conditions. ■ A 1985 study by the California Department of Food and Agriculture (CDF &A) found DDT. and its breakdown by- products in 95 of 97 soil samples collected from agricultural soils throughout California, typically at concentrations of about 1 mg/kg or less. The highest concentration detected was 31 mg/kg (total DDT and its breakdown by- products) in a sample from Los Angeles County. DDT is listed as a hazardous material in the California Code of Regulations governing the classification of hazardous waste (CCR Title 22). The Total Threshold Limit Concentration for DDT and its breakdown by- products is 1 mg/kg, which is the concentration of DDT which would classify a waste as hazardous. The US EPA Preliminary Remediation Goal (PRG) for DDT is 1.7 mg/kg in a residential setting. The PRG is a value based on health risks from exposure to the substance. in a residential setting for 70 years (US EPA 2000). Organochlorine pesticides [OCPs] comprise a category of pesticide that includes DDT, DDE, DDD, Gamma -BHC (Lindane), Technical Chlordane, Dieldrin, Endosulfan II, Endrin, Endrin Aldehyde, Lindane, and Toxaphene. These. compounds are notable for both their toxicity and their longevity in the soil. As such, residues of these compounds can be found at concentrates of concern well after usage of the material has ceased. Some of these chemicals were widely used well into the 1980's. 6.8 Prior Investigations and Experience ESSW has conducted numerous Phase II investigations of agricultural sites throughout the Coachella Valley. Elevated concentrations of DDT and other organochlorine pesticides [OCPs] have been found at about ' /a of these sites. The most common pesticides found at concentrations of .concern are DDT, DDE, Toxaphene, and Dieldrin, which were de- registered for use by 1990. We have not identified a pattern indicative of where elevated levels of OCPs will be found, though spills at storage areas are more frequent than elevated concentrations in field areas. The level of concern expressed by the regulatory agencies regarding the potential presence of pesticide residues has begun to increase in the last few years, including the publication of a guidance document by the California Department of Toxic Substance Control [DTSC] concerning sampling of agricultural properties that are proposed to be developed as schools. That guidance document may become a basis for defining the "standard of care" for the EARTH SYSTEMS SOUTHWEST June 20, 2006 -13- File No.: 10661 -01 • 06 -06 -821 evaluation of pesticide residues at agricultural land. Given our prior experience with pesticide residues and the increasing focus this issue has received by the regulatory agencies, we believe testing for the presence of OCP residues is appropriate for land that was in use for agriculture prior to 1990. , . 7.0 SUMMARY, CONCLUSIONS, AND RECOMMENDATIONS This report presents the findings of the Phase I Environmental Site Assessment (ESA) conducted by Earth Systems Southwest (ESSW) for the Lou Mazella property, consisting of approximately •19.61 acres of land located on the south side of Highway 111, east of Dune. Palms Road, in the City of La Quinta, Riverside County, California. The purpose of this assessment was to evaluate the potential for •the presence of soil or groundwater contamination related 'to the past use, handling, storage, or disposal of hazardous materials or petroleum products on or near the subject property. The scope of work for this evaluation included a reconnaissance of the site and vicinity, a review of the history of the site, and a review of information obtained from regulatory agencies regarding the use, storage, generation, or release of hazardous materials on the site or in the site vicinity. Based on this review, ESSW presents the following summary and conclusions: L The site was observed to consist of fallow agricultural land, undeveloped desert, and an abandoned trailer park. Wind -blown trash and household waste was scattered throughout the site, with the wind -blown trash located primarily in the northwestern portion of the site. The debris does not appear to contain hazardous materials. Further investigations regarding these materials do not appear warranted. • 2. Significant amounts of debris were located in the southeastern corner of the site.. The debris consisted of plant material apparently from clearing trees or mature shrubs; household trash; 5- and 10- gallon paint cans; rusted metal food cans; wooden debris; carpet; and random trash that may have originated from the trailer park formerly. located in the northeastern quarter of the site. Except for the paint cans, hazardous materials were not observed. The paint cans did not appear to have leaked and were too few to be a concern. Evidence of significant spillage or intentionaf disposal of waste liquids was . not observed. Further investigations regarding these materials do not'appear warranted. Septic systems were used for waste disposal in.the former trailer park. Septic systems provide a pathway for contaminants to be released into the ground; if contaminants are disposed into the waste water system. We' did not obtain information that indicates hazardous materials were disposed into. the septic system. and it is unlikely that the current systems have been used in this manner. Given the use of the site; further investigations of this issue do not appear warranted. 4. Rural residences and farms often have on -site fuel storage tanks, either above - ground or underground (ASTs and USTs respectively). Evidence of these features was not observed during the site visit. The concern with USTs is that a release can occur and not be noticed until 'the UST is removed. A farm house may have been located in the northern portion of the site, in the vicinity of the well' and water tanks; and storage buildings may have been located southeast of the trailer park We recommend a • EARTH SYSTEMS SOUTHWEST June 20, 2006 -14- File No.` 10661 -01 06 -06 -821 geophysical survey be conducted to look for buried metallic objects in those areas to look for the presence of abandoned USTs. 5. The site had been used for agriculture from at least 1949 to 1955, according to available aerial photographs. Therefore, the potential exists for residues of DDT and other organochlorine pesticides [OCPs] to be present at the site. The RCDEH has previously indicated that residues of pesticides that result from their application as part of farming operations are not classified as a hazardous material, unless soil is going to be exported from the site (at which time it falls under the waste classification criteria). Recently, the RCDEH has indicated that they feel it would be prudent to analyze soils for pesticide residues at sites proposed for residential development. We have observed a shift in the regulatory approach to former agricultural sites, and suspect that testing requirements will become more widespread in the future. Prior testing at other agricultural sites has occasionally found residues of OCPs at concentrations of concern. Therefore, we recommend collection of soil samples from those portions of the site used for agriculture prior to 1990, and analysis of these samples for OCPs. Due to the disturbance inherent in building and operating a trailer park, the collection of samples within the trailer park area is not recommended. 6. The potential exists for asbestos - cement (AC) pipe to be present in the on -site irrigation system. However, AC pipe is not normally used in gravity -flow irrigation systems. Evidence of a gravity flood irrigation system was observed as part of the distribution system, therefore we believe the potential is fairly low for AC pipe to be present in the on -site irrigation system. 7. The site vicinity consists of commercial and active construction properties. A flat area in the southwestem portion of the site appears to have been a borrow area during construction of the adjacent self- storage facility to the southwest. A basin for containing stormwater is located along the property boundary to the northwest, which collects surface water from the parking lot for the retail /commercial property to the west. Evidence was not observed that the site was adversely affected.by these or activities in the site vicinity. Further investigations regarding these issues do not appear warranted. 8. The site was not identified in the agency database review. The sites in the site vicinity do not appear to pose a risk to the subject site based on the status of those sites, the distance, or direction from the subject site, or the nature of.the issue(s) at those sites. "1. EARTH SYSTEMS SOUTHWEST June 20, 2006 - 15 - File No.: 10661 -01 • 06 -06 -821 REFERENCES Agency for Toxic Substances and Disease Registry, ww w.atsdr.cdc.aov /tfacts3l.html, website accessed February 15, 2006, Brickley, Tom, with Brickley Environmental, personal interview, February 24, 1998. Brown, Carolyn, RCAC, personal communication, July 17, 1997. California Code of Regulations, Title 22 (for TTLC values). • California Department of Food and Agriculture, 1985. Agricultural Sources of DDT Residues in California's Environment, dated September, 1985. Department of Toxic Substances Control, . EnviroStor website, http://www.envirostor.dtsc.ca.goy/ptiblic/default.asp, accessed June 19, 2006. California Department of Water Resources (DWR), 1964, Bulletin Number 108 — Coachella Valley Investigation, July 1964. Coachella Valley Water District (CVWD); aerial photograph archives, as listed below: Date . Source/Fli ht Frame Approximate Scale 1939 Fairchild N/A N/A 02 -15 -49 USDA AXM -1F -28 1" = 660'. 12 -55 MacPherson Sheet 27 1" = 1000' ESSW, aerial photograph archives, as listed below: Date Source/Flight Frame A roximate Scale 06 -20 -74 RCFCD 633 &-6-34 1" = 2,200' 04 -15 -80 RCFCD 666 & 667 1" - 2,200' 01 -20 -84 RCFCD 868 & 869 1" = 1,700' 01 -15 -90 RCFCD 12 =90 & 12 -91 1" = 1,700' 03 -18 -95 RCFCD 12 -76 & 12 -77 A" = 1,700' 03 -14 -00 RCFCD 12 -78 & 12 -79 1" = 1,700' Gummer, Brad, Coachella Valley Water District, telephone interview, June 16, 2006. fntegrated Atmospheric Deposition Network, Atmospheric Deposition of Toxic Substances to the Great Lakes: IADNResults through 2000. Mazzela, AnHe, Current Property Owner, telephone interview, June 5, 2006. Lou, Current Property Owner, telephone interview, June 5, 2006. • EARTR SYSTEMS SOUTHWESt June 20, 2006 -16- File No.: 10661 -01 06 -06 -821 Lou Jr., Son of Current Property Owners, telephone interview, June 5, 2006. Munger Map Book, 1997, California - Alaska Oil and Gas Fields. Nunez, Idelma, Coldwell Banker Real Estate, personal interview, June 14, 2006. Pesticide Action Network North America, www.pesticideinfo.ora, website accessed February 15, 2006. Riverside County Transportation and Land Management Agency, Riverside County Land Information Service, www.tlma.co. riverside .ca.us /gis/gisdevelop.html, website accessed June 19, 2006. Department of Building and Safety, faxed information request, June 6, 2006. Saltzman, Sarina, and Bruno Yaron, editors, 1986. Pesticides in Soil, published by Van Nostrand Reinhold Soil Sciences Series, New York. - A Sheppard, Bob, with Coachella Valley Grading, personal interview, August 1999. Shurlow, Linda, Riverside County Department of Environmental Health, phone interview, June 1% 2006. Thompson, Doug, RCDEH, personal communication, October 12, 2004. Thomson, W. T., 1985. Agricultural Chemicals: Book I - Insecticides. Thomson Publications, Fresno, California. Track Info Services LLC, Environmental FirstSearch Report, dated June 1, 2006. United States Geologic Survey, ' 7.5 minute La Quinta, California Quadrangle, 1959; ph6to- revised 1980. US EPA, 2000, Region 9, Preliminary Remediation Goals Table 2000. EARTH SYSTEMS SOUTHWEST s.SgAU-11flOS swaLsAs xixdH 1 U • '� �. V v'1 000•.. .. .'1''',.., e. y +'9a�`t 1r,, aim '} ••\ '•'7 rrar�Mr 8 •V�� \ Trailer V£NU£ i ell. :i 1 r 3tC) •l A411IES ti' :� •— t ill'. '. ti'1 _;: ?. -i �} � :��i�- r'��i�+�y:4T \ r' ' •\ '•.t fj� f //!y f7} cactcvaaa.ve. pp 'x:. I,ri ,Ei'�' AYENU€. C. 4E tl ii.; f ,.,. r• 1 - :t '7(i. .c:� +�'LrLe i Q .: •t ?� t. x,.,91 u' -1: "•• °•.i !.�' s�!� � q . r�ir.n "�T'1 ••'COA � J ,;' 4 i O VO O • }t♦ ... �*i.e}••1_ :n >.'r` �}�':... ': lei r tl r: :1 •, V.. r „ t� ", t,.O •� /, _s.` U1K r • f` 7•,..: n� tT • O atil . • 'n0 t •:1� ?� f•� . <:•� , , {:. �. �T0061 Par ( • n `. �• ••p b ry ri Trailer 4Q * %l•. J Q � r••3 ... d Si+Q i NUE �8 Well •_, ., bi - u ...- _....._..... ! ' ♦ •f •^ j '•J l•'F] •Q j `•':y �: ;O 11 i c° .9 ,-. ._, O - ENUE We(( , is -- — .: ' j M1- .• ..�h Q ('• '�• • . 7 u O t'i e�er �. ��fi • l.f -.i �, ♦ L , " O O CO r t ` \� I? II .. .� o 0 • o i4 A VENU .50 2 (` wells �� a tJ' O 2 • �^ h• 4 ...� Y i o ai Base Map: U.S.G.S. 7.5 Minute Quadrangle. la Qulnta, CA (1959, photo - revised 1980) Figure 1 Site Location —•• —•• Site Boundary South Side of Highway 111, East of Dune Palms Road La Quinta, Riverside County, California Scale: 1" = 2,000' ! Earth Systems 0 2,000' 4,000' 1 Southwest 06/20/06 1 1 0661 -0l ';tF �..': �'- : �,.; .:. .: '� _.. I-li3�la►iic,}� X11 . . M q® LT~. y ?>1 „- ya �s t 6_. -:•.. ;...�'.w�r9Te !.`f, r �+ !}�"�"'r - TS'a�wM '' r; s ir' i y 1j, �x •fie t'�' it �- _ c �� .3 ;j. - +o i- - r -� "� °tt �lA�(j(s �al►�Ics? t -ia _ }- 'E� �_ �,�i��(i \Inl ...... '�` s3 e C aim jr 15$ j� < ti_� x J •( JR s•" � G {'x='_ r l" {.► � i E`�. F �1 ��. ! 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J ii 3 >:: ',����!'_- l pia � is } >: :.Sc� � -:., ; F.6: '• r.;.Sy� .. Ht:.: >1'e l..�j "' i s �- .. lfs+m'sic'r?ns+.wYi - • � .9+:r':;6Y� :a .LSH&DIflos Sw31SAS HDIV3 sxavxoosoxa fl )aclmaj4fv • • Photo 1: View, facing south, of the undeveloped, western half of the site. of the site. Photo 3: Typical view of an abandoned trailer pad, with Photo 5: Water tanks, well, and pump located north of the trailer park. r, Photo 4: Abandoned pool and laundry facilities Located In the southern portion of the trailer park. Earth Systems Site Photographs • W Southwest South Side of Highway 111, East of Dune Palms Road La Quinta, Riverside County, California 06/20/06 10661 -01 'Page.1 of 1 .isamxa nos swa.isxs luldva NIOLLVlNa 11f1.770(i livmoI. acly O )aWiaddd Riverside County GiS • i :1 RIVERSIDE COUNTY GIS rage 1 01 L _ I.Riverside County G!S = _ 0. _606f 0, Selected parcel(s): 600 -020 -004 600 -020 -005 LEGEND. a SELECTED PARCEL N HIGHWAYS PARCELS WATER BODIES CITIES `IMPORTANT` ; This information is made available through the Riverside County Geographic Information System. The information is for reference purpi only. it Is intended to be used as base level information only and is not intended to replace any recorded documents or other public records. Conlact appropriate County Department-or Agency if necessary. Reference to recorded documentse and public records may h necessary and is advisable. MAP PRINTED ON ... 06/1912006 • it •ttp. / / wWw ' 2.tima.co.rtverstde.ca.us/ arms /pa/rclts/NoSeJecttonPrtnt.httn 6/19/2006 Riverside County GIS rage i or. ,+ RIVERSIDE COUNTY GIS "IMPORTANT' This information is made_availabie through the Riverside County Geographic Information System. The information is for reference purposes only. It is Intended to be used as base level Information only and is not intended to replace any recorded documents or other public records. Contact appropriate County Department or Agency if necessary. Reference to recorded documentse and public record: May be necessary and is advisable. APN(s): 600- 020 -004 -2 600 -020 -005 -3 OWNER NAME: NOT AVAILABLE ONLINE ADDRESS: 600 -020 -004 - 79651 HIGHWAY 111 LA QUINTA, CA. 92253 - 600-020-005 -ADDRESS NOT AVAILABLE MAIL TO NAME /ADDRESS: - 600 -020 -004 - (SEE OWNER) . - 4 EAST 64TH ST - NEW YORK NY. 10021 - 600 -020 -005 -(SEE OWNER) - 4 EAST 64TH ST - NEW YORK NY. 10021 APN CAME FROM: - 600 - 020-004 - CAME FROM: 649 - 030 -016 - 600- 020 -005 - CAME FROM: 649 - 030 -017 LOT SIZE: 600- 020 -004 RECORDED LOT SIZE IS: 9.8 ACRES - 600- 020 -00 - RECORDED LOT SIZE IS: 9.81 ACRES PROPERTY CHARACTERISTICS: - 600- 020 -004 - NO PROPERTY DESCRIPTION AVAILABLE -600- 020 -005 - NO PROPERTY DESCRIPTION AVAILABLE ELEVATION MINIMAX: -36149 FEET RECORD BOOK/PAGE: - 600 -020 -004 - RECORDED BOOK OR PAGE NOT AVAILABLE SUBDIV -NAME LOT: - 600 - 020.005 - RECORDED BOOK OR PAGE NOT AVAILABLE - 600 -020 -004 - SUBDIVISION NAME OR LOT NOT AVAILABLE - 600- 020 -005 hup-//www2'.tlma.co.riverside.ca.us/aims/Pa/rclis/Priiit.htin 6/19/2006 • • • Riverside County GIS BASE YEAR ASSESSMENT: - SUBDIVISION NAME OR LOT NOT AVAILABLE 600- 020 -004 - BASE YEAR: 1990 - 600 -020 -005 -BASE YEAR: 1997 Page 2 of 4 TOWNSHIPIRANGE: - T5SR7E SEC 29 . CITY: - LA QUINTA CITY SPHERE: NOT IN A CITY SPHERE CITY ANNEXATION DATE: - Nov. 2, 1983 COMMUNITY: IN OR PARTIALLY WITHIN LA QUINTA 2001 SUPERVISORIAL DISTRICT: -ROY WILSON, DISTRICT 4 as established by County Ordinance 813, August 14, 2001 AREA PLAN: - WESTERN COACHELLA VALLEY MSHCP FEE ORD. 810: NOT WITHIN FEE AREA WRCMSHCP AREAPLAN: - NOT IN AN AREAPLAN WRCMSHCP CELL GROUP: - NOT IN A CELLGROUP WRCMSHCP CELL NUMBER: - NOT IN A CELL CETAP CORRIDORS: NOT IN A CETAP CORRIDOR. IMPORTANT NOTICE: On October 7, 2003, the County of Riverside adopted a new General Plan. The General Plan provides new fan use designations for all parcels in the unincorporated area of Riverside County. For any parcel, the General Plan may provide for a different type of land use than Is provided for under existing zoning. During the next one to two years, the County will undertake a prog to review all the zoning in the unincorporated area, and where necessary, change the zoning, following advertised public hearings, to conform to the County's new General Plan. Until then, please be'advised that there may be a difference between the zoning and Gene Plan designations on any parcel. This may result in, at a minimum, the need to change the zoning before desired development may proceed. For further information, please contact the Riverside County Planning Department offices in Riverside at (951) 955 -3200, in Murrleta at (951) 600 -6170, or in Indio at (760) 863-8277. LANDUSE DESIGNATION: - DATA NOT AVAILABLE • CHECK MAP TO CONFIRM LANDUSE DESIGNATION • FOR MORE INFORMATION ABOUT LANDUSE CODES, CALL THE COUNTY'S PLANNING DEPARTMENT AT 951 =955 -3200. ZONING CODE(S) ORD. 348: -DATA NOT AVAILABLE • CHECK MAP TO CONFIRM ZONING DESIGNATION • FOR MORE INFORMATION ABOUT ZONING CODES, CALL THE COUNT` PLANNING DEPARTMENT AT 951- 955 -3200. ZONING DISTRICT /AREA: - DATA NOT AVAILABLE OUTDOOR BILLBOARDS: - BILLBOARDS NOT PERMITTED BY ZONING SPECIFIC PLAN: - NOT WITHIN A SPECIFIC PLAN MAPPED POLICY AREAS: NONE NOTE: Non - mapped Policy Area issues may exist on this parcel. Please contact the Planning Department at (951)955 -3200 for more information. GENERAL PLAN POLICY OVERLAY: - NOT IN A GENERAL PLAN POLICY OVERLAY AREA DEVELOPMENT AGREEMENT #: NOT IN A DEVELOPMENT AGREEMENT AREA REDEVELOPMENT AREAS: NOT IN A REDEVELOPMENT AREA AGRICULTURE PRESERVE: - NOT IN AN AGRICULTURE PRESERVE http://www2.ttma.co.riverside.ca.us/aims/Pa/rclis/print.htm 6/19/2006. Riverside County GIS Page 3 of 4 AIRPORT INFLUENCE AREAS: -NOT IN AN AIRPORT INFLUENCE AREA Planning -Case Map Information may not be complete, current, or up -to -date for this area. Please contact the Planning Department if m information is needed. PLANNING CASE(S): - NO PLANNING CASES DEV. IMP. FEE AREA ORD. 659: - WESTERN COACHELLA VALLEY 2000 CENSUS TRACT: -045111 1990 FARMLAND DESIGNATION: - NOT A IN FARMLAND DESIGNATION INDIAN TRIBAL LANDS: - NOT IN A TRIBAL LAND SCHOOL DISTRICT: DESERT SANDS UNIFIED ROAD & BRIDGE DISTRICT: - NOT IN A DISTRICT ROADBOOK PAGE: -211 EAST T.U.M.F. ORD. 673: -WITHIN FEE AREA. WEST T.U.M.F. ORD. 824: - NOT WITHIN A FEE AREA WATER DISTRICT: - CVWD FLOOD CONTROL DISTRICT: - COACHELLA VALLEY WATER DISTRICT FEMA FLOOD PLAIN: - 500 YEAR FLOOD ZONE(S) X- (SEE MAP) SPECIAL FLOOD ORD. 458: - NOT IN A SPECIAL FLOOD AREA WATERSHED: - WHITEWATER VEGETATION: - DATA NOT AVAILABLE SKR FEE AREA ORD. 663.10: - NOT WITHIN A FEE AREA FTL FEE AREA ORD. 457 & 460: - NOT WITHIN A FEE AREA FTL SAND SOURCE AREA: - NOT IN A SAND SOURCE AREA FTL PRESERVE: - NOT INSIDE A FTL PRESERVE HANSIERP PROJECT: -NONE FAULT ZONE: - NOT IN A FAULT ZONE LIQUEFACTION POTENTIAL: - MODERATE HIGH FIRE AREA ORD. 787: - NOT IN A HIGH FIRE AREA LIGHTING ORD. 655: - ZONE B, 41.55 MILES. COUNTY SERVICE AREA: - NOT IN A COUNTY SERVICE AREA. BUILDING PERMIT(S): - NO BUILDING PERMITS CODE VIOLATIONS: - NO CODE VIOLATIONS ENVIRON. HEALTH CASE(S): - NO ENVIRONMENTAL CASES TAX RATE AREA: - 020-011 TAX ASSESSMENT DISTRICTS: - CITRUS PEST CONTROL 2 - CITY OF LA QUINTA -COACHELLA VAL JT BLO HIGH - COACHELLA VALLEY PUBLIC CEMETERY - COACHELLA VALLEY REC AND PARK - COACHELLA VALLEY RESOURCE CONSER - COACHELLA VALLEY WATER DISTRICT - COUNTY FREE LIBRARY - COUNTY STRUCTURE FIRE PROTECTION http : / /www2.tlma.co.riverside.ca.us /aims /pa/rchs /print.htm 6/19/2006 Riverside County GIS - CSA 152 • - CV MOSQ & VECTOR CONTROL - CVWD IMP DIST 1 DEBT SV - CVWD STORM WTR UNIT - DESERT COMMUNITY COLLEGE - DESERT SANDS UNIFIED SCHOOL - GENERAL. - GENERAL PURPOSE - LA QUINTA PROJECT #2 =RIV. CO. OFFICE OF. EDUCATION SURFACE MINES: NO SURFACE MINES SPECIAL NOTES: - NO SPECIAL NOTES REPORT PRINTED ON ... 06 /19!2006 • h4 : / /W"2.tlma.co.riverside c p a.us /alms /pa/rclls /pnnt.htm . Page 4 of 4 6/19/2006 APPENDIX D AGENCY DATABASE SEARCH REPORT EARTH SYSTEMS SOUTHWEST �A • �M TRACK >-INFO SER VICES, LLC Environmental FirstSearcW7 Report TARGET PROPERTY: S HWY 111 E DUNE PAL LA QUINTA CA 92253 Job Number: 10661 -01 PREPARED FOR: Earth Systems Southwest 79 -811B Country Club Drive Bermuda Dunes, CA 92203 06 -21 -06 Enviro enta�,;,. FIRS �efS..4 A Tel: (323) 664 -9981 Fax: (323) 664 -9982 Environmental FirstSearch is a registered trademark of Firstkarch Technology Cmgomtion. All rights reserved. Environmental FirstSearch Search Summary Report. Target Site: S HWY 111E DUNE PAL LA QUINTA CA 92253 FirstSearch Summar Database Sel Updated Radius Site 1/8 114 1/2 1/2> ZIP TOTALS NPL Y 04 -10 -06 1.00 0 0 0 • 0 0 0 0 CERCLIS Y 03 -08 -06 0.50 0 0 0 0 - 0 0 NFRAP Y 03 -08 -06 0.12 0 0 - - -. 0 0 RCRA TSD Y 04 -16 -06 0.50 0. 0 0 0 - 0 0 RCRA COR Y. 04 -16 -06 1.00 0 0 0 0 0 0 0 RCRA GEN Y 04- 16 -06. 0.25 0 1 4 - - 2 7 RCRA NLR Y 04 -16 -06 0.12 0 0 - - - 0 0 ERNS Y 12 -31 -05 0.12 0 0 - - - 5 5 State Sites Y 05 -04 -05 1.00 0 0 . 0 0 0 2 2 Spills -1990 Y 07 -01 -03 0.12 0 0 - - - 0 0 SWL Y 03 -27 -06 0.50 0 0 0 0 - 0 0 Permits Y 02 -11 -04 0.12 0 0 - - - 0 0 Other Y 09 -06 -05 0.25 1 2 3 - - 7 13 REG UST /AST Y 04 -04 -06 0.25 1 2 0. - - 8 11 Leaking UST Y 03 -29 -06 0.50 0 0 0 0 - 9 9 Federal Land Use Y 01 -27 -05 0A0 0 0 0 0 - 4 4 Brownfield Y 03 -27 -06 0.25 0 0 0 - - 0 0 - TOTALS - 2 5 7 0 0 37 5 Notice of Disclaimer Duo to the limitations, constraints, inaccuracies and incompleteness of govenrrnent information and computer mapping data currently available to TRACK Info Services, certain conventions have been utilized in preparing dte locations ofall federal, state and local agency sites residing in TRACK Info Services's databases. All EPA NPL and state landfill sites are depicted by a rectangle approximating their location and size. The boundaries of the rectangles represent the eastern and western most longitudes; the northern and southern most latitudes. As such, the mapped areas may exceed the actual areas and do not represent the actual boundaries of these properties. All other sites are depicted by a point representing their approximate address location and make no attempt to represent the actual areas ofthe associated property. Actual boundaries and locations of individual properties can be found in the files residing at the agency responsible forsuch information. Waiver of Liability Although TRACK Info Services uses its best el%As to research the actual location of each site, TRACK Info Services does not and Dan not warrant the accuracy of these sites with regard to exact4ocatloa and size. All authorized users of TRACK Info ServiceA services proceeding arc signifying an understanding of TRACK Info Services's searching and mapping conventions, and agree to waive any and all liability claims associated with search and map results allowing incomplete and or inaccurate site locations. I• Environmental FirstSearch -- 1 Mile Radius from Area E"`"'��u' Single Map: FIRS' S HWY 111 E DUNE PAL , LA QUINTA CA 92253 Soutre: U.S. Census TIGER Files AreaPolygon .......... _ ..............__ .............................. __. 0 Identifiod Silo, Multiple Sites, Receptor .............. .... ._.... NPI, Brownfield. Solid Waste Landfill (SWL) or Hazardous Waste .......... _ ... ®, Raihuads.. . ................. . ............. _. ....... .. .................................. ............. Black Rings Represent 1/4 Mile Radii; Red Ring Rcprescn s 500 fl. Radius ryl Di ne r W w C_ n 1 m 0 3 = ho — 0 CL _halm ircle Dr Ita D .. off` i d on V a � a 0) 0 w iv � ai 3 o w _ C1 co CC ro C O O w W 59 2 87 10 � w ar w d � 'C O N O O 0 p = co w w a m 0 1 CO 9- N — co N w M tr N w D Gatesc A CL asa a Rio 7 w M O CL a el dia Q V a Son to Ca a V da cr Soutre: U.S. Census TIGER Files AreaPolygon .......... _ ..............__ .............................. __. 0 Identifiod Silo, Multiple Sites, Receptor .............. .... ._.... NPI, Brownfield. Solid Waste Landfill (SWL) or Hazardous Waste .......... _ ... ®, Raihuads.. . ................. . ............. _. ....... .. .................................. ............. Black Rings Represent 1/4 Mile Radii; Red Ring Rcprescn s 500 fl. Radius CY Environmental FirstSearch - 1 Mile Radius from Area 4 ASTM: NPL, RCRACOR, STATE FI`.r_ S HWY 111 E DUNE PAL , LA QUINTA CA 92253 Diane r w m fn o k iD ti o 4 e c Palm Circle Dr S Ita O oc. 1 d on V a � � n ® s o � < ao o m w N N V1 ID N O W N N .Zi C O 'i1 tD N 4 \ N n' V O_ N f G a m CD N m r �i• � i N a a � a� Jw o asa a Rio er a el dia 0 Via Son to ca a da C/ Source: U.S. Census TIGER Files Fed. Land Use: Wilderness Arcas, Wildlife Preserves ................•.............. Area Polygon ........ . ............. _ ........................... _...,. ... . � � Fed. land Ike: Amer. Indian Sacred Sites, Enda emd S eciee Habitats Identified Sile, Mulliplo Sites, Receptor ...... . ... _ ............... ® A � P NPL. Brownfield, Solid Waste Iandlnl {S WQ or Hazardous Waste ...............1STSZ9. Railroads....................... ............ .... ........ ..... _... _ ... .... ............._..._.... Black Rings Represent 1/4 Wile Radu; Red Ring Represcrus 5t10 IL Radius Environmental FirstSearch - 5 Mile Radius from Area FI�1Z5T ASTM: CERCLIS, RCRATSD, LUST, SWL, LANDUSE,� S HWY'111 E DUNE PAL, LA QUINTA CA 92253 Of Environmental FirstSearch q .25 Mile Radius from Area FIR° ASTM: RCRAGEN, UST, OTHER, BROWNFIELD S HWY 111 E DUNE PAL , LA QUINTA CA 92253 ` "may • Environmental FirstSearch - 12 Mile Radius from Area ASTM: NFRAP, SPILLS90, ERNS, RCRANLR; PERMITS S HWY.111 E DUNE PAL , LA QUINTA CA 92253 Source: U.S. Census TIGER Files Fed. land Use: wilderness Areas, W ildlire Preserves ......................_ ....... Arta Polygon _ .... _ ...... .............. _......_......._..._........ Fed. land Use: Amer. Indian Sacred Sites, Endangered Spccf& Habitats Identified Site, Multiple Sites. Receptor ._ .... _ ................. ® Q pig i NPI., Brownfield, Solid Waste Landfill (SWL) or Hazardous Waste ............ _.F5257g Railroads.............. ...................._..................._._....... ................._............. Bla* Rings Represent 114 Mile Radii; Red Ming Represents 500 fi. Radius Ei o M 3 O i _ CL r t Source: U.S. Census TIGER Files Fed. land Use: wilderness Areas, W ildlire Preserves ......................_ ....... Arta Polygon _ .... _ ...... .............. _......_......._..._........ Fed. land Use: Amer. Indian Sacred Sites, Endangered Spccf& Habitats Identified Site, Multiple Sites. Receptor ._ .... _ ................. ® Q pig i NPI., Brownfield, Solid Waste Landfill (SWL) or Hazardous Waste ............ _.F5257g Railroads.............. ...................._..................._._....... ................._............. Bla* Rings Represent 114 Mile Radii; Red Ming Represents 500 fi. Radius Environmental FirstSearch Site Information Report Request Date: 06 -21 -06 Requestor Name: Katie Jones Standard: . ASTM Search Type: AREA Job Number: 10661 -01 TARGET ADDRESS: S HWY 111 E DUNE PAL LA QUINTA CA 92253 Demographics Sites: 51 Non- Geocoded: 37 Population: NA Radon: NA Site Location Degrees (Decimal) Dearees (Min/See) UTMs Longitude: .-116.27.5453 - 116:16:32 Easting :. 567142.416 Latitude: 33.705683 33:42:20 Northing:. 3729565.569 Zone: 11 Comment: Comment Additional Requests /Services Adjacent ZIP Codes: 11vlile(s) Services: ZIP Code City Name ST Dist/Dlr Set Requested? Date 92201 INDIO CA 0.32 NE Y Sanborns No Aerial Photographs No = Topographical Maps No City Directories Yes 06/21/06 Title Search No Municipal Reports No Online Topos No • TARGET SITE: TOTAL: 51 Page No. DB Type Environmental FirstSearch Selected Sites Summary Report S HWY 111E DUNE PAL SOB: LA QUINTA CA 92253 GEOCODED: 14 NON GEOCODED: 37 Site Name/TD /Status Address 10661 -01 SELECTED: 15 DWDie Map ID I OTHER LA QUINTA CHEVRON 79513 HWY 111 0.00 - 7 RICOGEN_1283 LA QUINTA CA 92553 1 UST CHEVRON SS #21 -0828 79513 HWY I I 1 0.00 -- 7 RIVERSIDECOT1918 LA QUINTA CA 92553 2 OTHER USA GAS #852 79490 HWY 1 I 1 0.01 N- 8 RICOGEN_I295 LA QUINTA CA 92252 2 UST USA GAS N52 79490 HWY l l I 0.01`N- 8 RIVERSIDECOTIS19 LA QUINTA CA 92252 ' 3 UST LA QUINTA FOOD MART 79513 HWY I11 0.07 -E t0 RIVERSIDECO88520 LA QUINTA CA 92253 3 . OTHER KIA OF LA QUINTA 79225 HWY I l t 0.12 -W 2 RLCOGEN_1275 LA QUINTA CA 92253 4 RCRAGN MAZDA SUPERSTORE 79225 HWY 111 0.12 -W 2 CAR00 00 69 6 1 7 /SON LA QUINTA CA 92253 5 OTHER WAL- MAKTSUPERCENTER #1805 79295 HWY Ill 0.19 -W 9 RICOGEN_1264 LA QUINTA CA 92253 • 6 RCRAGN SESERT SAND UNIFIED SCHOOL CAR000090795 /SGN 47950 DUNE PALM RD 0.21 SW 3 LA QUINTA CA 92283 7 RCRAGN SHELL SERVICE STATION 78 998 HWY I I l 0.23 NE 4 CAR000125625 /SGN LA QUINTA CA 92253 8 RCRAGN TORRE NISSAN 79125 HIGHWAY I 11 0.23 -W 5 CAR000069112/SGN LA QUINTA CA 92253 9 OTHER HOME DEPOT #6630 79900 HWY 111 0.24 NE I RICOGEN_1282 LA QUINTA CA 92253 10 RCRAGN HOME DEPOT USA INC HD 6630 79900 HIGHWAY I I 1 0.24 NE 1 CAR000046615 /SGN LA QUINTA CA 92253 I I OTHER DESERT SANDS UNIFIED SCHOOLDISTRI 47950 DUNE PALMS RD 0.25 SW 6 RICOCEN_1263 LA QUINTA CA 92253 Environmental FirstSearch Selected Sites Summary Report TARGET SITE: S HWY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 TOTAL: 51 GEOCODED: 14 NON GEOCODED: . 37 SELECTED: 15 Page No. DB Type Site Name/ID /Status Address Dist/Dir Map ID I 1 RCRAGN USA GASOLINE CORPORATION FACILITY 79 490 HWY 1 I 1 NON GC CAR000144352/SGN LA QUINTA CA 92253 � 0 Environmental FirstSearch Site Detail Report TARGET SITE: S HWY. 11 I E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 REGISTERED UNDERGROUND STORAGE TANKS SEARCH ID: 12 DIST/DIR: 0.00-- MAP ID: 7 NAME: CHEVRON SSN21 -0828 REV: 01/03/2005 ADDRESS: 79513 HWY I I I 1D1: RIVERSIDECOTISI8 LA QUINTA CA 92553 ID2: RIVERSIDE STATUS: CONTACT: PHONE: RmygRSIDE COUNTY TANKS LIST INFORMATION Number of Tanks: 3 Selected Site Details Page - 1 OTHER SITE SEARCH w: 9 DIST/DIR: 0.00-- MAP ID: 7' NAME: LA QUINTA CHEVRON REV: 09/06/05 ADDRESS: -79513 HWY I I I 1D1: RICOGEN 1283 LA QUINTA CA 92553 IO2:. RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH HAZARDOUS WASTE GENERATORS LIST'• Please Note: The responsible agency does not provide derails for these records. Aorfurther information on a site or to schedule afile review, please contact the Riverside County Environmental Health Department at the following phone munber: (951) 358.5055 REGISTERED UNDERGROUND STORAGE TANKS SEARCH ID: 12 DIST/DIR: 0.00-- MAP ID: 7 NAME: CHEVRON SSN21 -0828 REV: 01/03/2005 ADDRESS: 79513 HWY I I I 1D1: RIVERSIDECOTISI8 LA QUINTA CA 92553 ID2: RIVERSIDE STATUS: CONTACT: PHONE: RmygRSIDE COUNTY TANKS LIST INFORMATION Number of Tanks: 3 Selected Site Details Page - 1 Environmental Firsdearch Site Detail Report TARGET SITE: $ HWY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 OTHER SITE SEARCH ID:. 10 DISTIDIR: 0.01 N- MAP ID: 8 NAME: USA GAS #852. R$V: 09/06/05 ADDRESS: 79490 HWY I I I IDI: RICOGEN 1295 LA QUDITA CA 92252 IDi: RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH HAZARDOUS WAS'T'E GENERATORS LIST Please Note: The responsible agency does not provide details for these records. Forfurther information on a site or to schedule a file revte3v, please contact the Riverside County Environmental Health Department at the followbtgp/ione number: (951) 358 -5055 Selected Site Details Page - 2 REGISTERED UNDERGROUND STORAGE TANKS SEARCH ID: 14 DIST/DIR: 0.01 N- MAP ID: 8 NAME: USA GAS #852 REV: 01/03/2005 ADDRESS: 79490 HWY i I i IDI: RIVERSIDECOTISI9 LA QUINTA CA 92252 1112: RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE COUNTY TANKS LIST INFORMATION Number of Tanks: 3 Selected Site Details Page - 2 • Environmental Firsdearch Site Detail Report TARGET SITE: S HWY 111 E DUNE PAL. JOB: 10661 -01 LA QUINTA CA 92253 • • REGISTERED UNDERGROUND STORAGE TANKS SEARCH ID: 13 DIST/DIR: .0.07 -E MAP ID: 10 NAME: LA QUINTA FOOD MART REV: 06 1!4!2000 ADDRESS: 79513 HWY 111 IDI: RIVERSIDECO88520 LA QUINTA CA 92553 1D2: RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE COUNTY TANKS LIST' INFORMATION Number of Tanks: OTHER SITE SEARCH ID: 8 DISTIDIR: 0.12 -W MAP ID: 2 NAME: KIA OF LA QURNTA REV: D9 /06/05 ADDRESS:" 79225 HWY I I I IDI: RICOOEN_1275 LA QUINTA CA 92253 ID2: RIVERSIDE STATUS: CONTACT: PHONE- RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH WARDOUS WASTE GENERATORS LEST• Please Note: The responsible agency does not provide delails for these records. Forfurlher lnforina ion on a site or to schedule a file review, please contact The Riverside County Environmental Health Department at the following phone number. (951) 358 -5055 Selected Site Detail. Page - 3 Environmental FirstSearch Site Detail Report TARGET SITE: S HWY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 Selected Site Details Page - 4 RCRA GENERATOR SITE SEARCH ID: 2 DISUDIR: 0.12 -W MAP ID: 2 NAME: MAZDA SUPERSTORE REV: 4/16/06 ADDRESS: 79225 HWY I I I ID1: CAR000069617 LA QUINTA CA 92253 ID2: RIVERSIDE STATUS: SGN CONTACT: MARK ATKINS PHONE: 7605645100 4m INFORMATION CONTACT INFORMATION: ' MARK ATKINS 79225 .HWY 11 l LA QUINTA CA 92253 PHONE: 7605645100 UNIVERSE INFORMATION: NAIC INFORMATION ENFORCEMENT INFORMATION: VIOLATION INFORMATION: HAZARDOUS WASTE INFORMATION: D039- TETRACHLDROFTHYLENE D000 i Selected Site Details Page - 4 • Environmental FirstSearch Site Detail Report. TARGET SITE: S HWY I l E DUNE PAL JOB: 10661 -01 LA QM TA CA 92253 OTHER SITE SEARCH ID: i 1 DIST/DIR: 0.19 -W MAP ID: 9 NAME: WAL -MART SUPERCENTER 111805 REV: 09/06/05 ADDRESS: 79295 HWY I I I IDI: RICOGEN 1264 LA QUINTA CA 92253 ID2: RIVERSIDE STATUS: CONTACT: PHONE: . RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH HAZARDOUS WASTE GENERATORS LIST Please Note: The responsible agency does not provide details for these records. For farther information on a site br to schedule a file review, please contact the Riverside County Enviromnental Health Department at the following phone number: (951) 358 -5055 • I Selected Site Details Page - 5 Environmental FirstSearch Site Detail Report TARGET SITE: S HWY 11 l E DUNEPAL JOB; 10661 -01 • LA QUINTA CA 92253 Selected Site Details Page - 6 RCRA GENERATOR SITE SEARCH ID: 3 DIST/DIR: 0.21 SW MAP ID: 3 NAME: SESERT SAND UNIFIED SCHOOL REV: 4/16/06 ADDRESS: 47950 DUNE PALM RD ID1: CAR000090795 LA QUINTA CA 92283 I132: RIVERSIDE STATUS: SON CONTACT: JOHN WALSH PHONE: 7607718590 SITE fNFORMAT /ON CONTACT INFORMATION: JOHN WALSH 47950 DUNE PALM RD LA QUDITA CA 92283 PHONE: 7607718590 UNIVERSE INFORMATION: NAIC INFORMATION ENFORCEMENT INFORMATION: VIOLATION INFORMATION: HAZARDOUS WASTE INFORMATION: D039- TETRACHLOROETHYLENE DODO Selected Site Details Page - 6 • Environmental Firsdearch Site Detail Report TARGET SITE: S HW . III E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 � 0 • Selected Site Details Page - 7. RCRA GENERATOR SITE SEARCH ID: 4 DISUDIR: 0.23 NE MAP ID; 4 NAME: SHELL SERVICE STATION REV: 4/16/06 ADDRESS: 78 998 HWY III ID1: CAR000125625 LA QUINTA CA 92253 ID2: RIVERSIDE STATUS: SON CONTACT: SONDRA BIENVENU PHONE: •7132415036 SYTE /NFORM�$ CONTACT INFORMATION: SONDRA BIENVENU P O BOX 2648 HOUSTON TX 772522648 PHONE:. 7132415036 UNIVERSE INFORMATION: NAIC INFORMATION ENFORCEMENT INFORMATION; VIOLATION INFORMATION: HAZARDOUS WASTE INFORMATION: E-D01' • IGNITABLE WASTE ' D018 - BENZENE Selected Site Details Page - 7. Eta vironmental FirstSearch Site Detail Report TARGET SITE: S HWY III E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 Selected Site Details Page - 8 RCRA GENERATOR SITE SEARCH ID: 5 DIST/DIR: 0.23 -W MAP ID: 5 NAME: TORRE NISSAN REV: 1719/02 ADDRESS: 79[25 HIGHWAY I1 I IDl: CAR000069112 LA QUINTA CA 922S3 ID2: RIVERSIDE STATUS: SON CONTACT: PHONE: SITE INFORMATION UNIVERSE TYPE: SQG - SMALL QUANTITY GENERATOR GENERATES 100 - 1000 KG /MONTH OF HAZARDOUS WASTE SIC INFOR ft A TION: ENFORCEMENT INFORMATION: VIOLATION INFORMA' ION; Selected Site Details Page - 8 • Environmental Firsdearch Site Detail Report 'ARGET SITE: S HWY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 OTHER SITE SEARCH ID: 7 DISUM: 0.24 NE MAP ID: 1 NAME: HOME DEPOT #6630 REV: 09/06/05 ADDRESS: 79900 HWY 1 I I IDI: RICOGEN 1282 LA QUINI'A CA 92253 1DZ: — . RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE TY DEPARTMENT ENY[RONKENTAL KCALTUMAZARDOUS WASTE GENERATORS LIST: Please Note: The responsible agency does not provide details for these records. r'orfurther Information on a site or to schedule of fe review, please contact the Riverride-County Environmental fleakh Department at die fotlowing phone number: (951) 358 -5055 I 0 � • Selected Site Details Page - 9 Environmental Firsdearch Site Detail Report TARGET SITE: S HVN 111 E DUNE PAL JOB: 10661 -01 LA QUIN'TA CA 92253 Selected Site Details Page - 10 RCRA GENERATOR SITE SEARCH ID: 1 DISUDIR: 0.24 NE MAP ID: 1 NAME: HOME DEPOT USA INC HD 6630 REV: 4/16106 ADDRESS: 79900 HIGHWAY 111 IDl: CARD00046615 LA QUfNTA CA 92253 ID2: RIVERSIDE STATUS: SON CONTACT: ROBERT PERKINS PHONE: 760 -02 -8700 SfrR IjV"RMATION CONTACT INFORMATION: PETER KRUCKER 1905 ASTON AVE STE 100 CARLSBADCA 92008 PHONE: 8003603220 CONTACT INFORMATION: ROBERT PERKINS 1905 ASTON AVE STE 100 CARLSBAD CA 92008 PHONE: 760- 602 -8700 UNIVERSE INFORMATION: NAIC INFORMATION 44411- HOME CENTERS ENFORCEMENT INFORMATION: VIOLATION INFORMATION; HAZARDOUS WASTE INFORMATION: D001 - IGNITABLE WASTE D002 - CORROSIVE WASTE I L Selected Site Details Page - 10 • Environfnental.FirstSearch Site Detail Report TARGET SITE: S WY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 • Selected Site Details Page - 11 OTHER SITE SEARCH ID: 6 DIST /DIR; 0.25 SW MAP ID:. 6 NAME: DESERT SANDS UNIFIED SCHOOL DISTRICT- ADMIN. REV-- 09106/05 ADDRESS: 47950 DUNE PALMS RD IDI- RICOGEN_1263 LA QUINTA CA 92253 ID2: RIVERSIDE STATUS: CONTACT: PHONE: RIVERSIDE COUNTY DEPARTMENT OF ENVIRONMENTAL, HEALTH HAZARDOUS WASTE GENERATOR LIST: Please Note: 7ihe responsible' agency Ades not provide details for these records.. Forfwh lher lnfomation on a site a• to schedule a file review, , please contact the Riverside County Environmental Health Department at the following phone number:.(951) 358 -5055 Selected Site Details Page - 11 RCRA GENERATOR SITE SEARCH ID: 16 DIST/DIR: NON GC MAP ID: NAME: USA GASOLINE CORPORATION FACILITY NO 852 REV: 7/8/03 ADDRESS: 79 490 HWY I I I IDI: CAR000144352 LA QUTNTA CA 92253 ID2: RIVERSIDE STATUS: SGN CONTACT: CHUCK MILLER PHONE: 818 -865 -9200 DETAILS NOT AVAILABLE Selected Site Details Page - 11 Environmental FirstSearch Federal Databases and Sources ASTM Databases: CERCLIS: Comprehensive Environmental Response Compensation and Liability Information System. The EPA's database of current and - potential Superfund sites currently or previously under investigation. Source: Environmental Protection Agency. Updated quarterly. CERCLIS -NFRAP (Archive): Comprehensive Environmental Response Compensation and Liability Information System Archived Sites. The Archive designation means that, to the best of EPA's knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL). This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based.upon available information, the location is not judged to be a potential NPL site. Updated quarterly. ERNS: Etzergendy Response Notification System. The EPA's database of emergency response actions. Source: Environmental Protection Agency. Data since January, 2001, has been received from the National Response Center as the EPA no longer maintains this data. Updated quarterly. FINDS: The Facility Index System. numbers associated with a property investigated or has been made aware regulatory programs. 'Each record have files on the site or facility. Agency. Updated semi - annually. The EPA's Index of identification or facility which the EPA has of in conjunction with various indicates the EPA office that may Source: Environmental Protection NPL: National Priority List. The EPA's list of confirmed or proposed Superfund sites. Source: Environmental Protection Agency. Updated quarterly. RCRIS: Resource Conservation and Recovery Information System. The EPA's database of registered hazardous waste generators and treatment, storage and disposal facilities. Included are'RAATS (RCRA Administrative Action Tracking System) and CMEL (Compliance Monitoring & Enforcement List). Source: Environmental Protection Agency. RCRA TSD: Resource-Conservation and Recovery Information System Treatment, Storage, and Disposal Facilities. The EPA's database of RCRIS sites which treat, store, dispose, or incinerate hazardous waste. This information is also reported in the standard RCRIS detailed data. ASTM Databases (continued): • RCRA COR: Resource Conservation and Recovery Information System Corrective Action Sites.. The EPA's database of RCRIS sites with reported corrective action. This information is also reported in the standard RCRIS detailed data: RCRA GEN: Resource.Conservation and Recovery Information System Large and Small Quantity Generators. The EPA's database of RCRIS sites that create more than 100kg of hazardous waste per month or, meet other RCRA requirements. Included are RAATS (RCRA Administrative Action Tracking System) and CMEL (Compliance Monitoring & Enforcement List). RCRA NLR: Resource Conservation and Recovery Information System sites No Longer Regulated. The EPA's database of RCRIS sites that create less than 10.Okg of hazardous waste per month or do not meet other RCRA requirements. All RCRA databases are Updated_quarterly' Environmental FirstSearch Federal Databases and Sources Non -ASTM Databases: HMIRS: .Hazardous Materials Incident Response System. This database contains information from the US Department of Transportation regarding materials, packaging, and a description of events for tracked incidents. Updated quarterly. NCDB: National Compliance Database. The National Compliance Data Base System (NCDB) tracks regional compliance and enforcement activity and manages the Pesticides and Toxic Substances Compliance and Enforcement program at a national level. The system tracks all compliance monitoring and enforcement activities from the time an inspector conducts and inspection until the time the inspector closes or the case settles the enforcement action. NCDB is the national repository of the 10 regional and Headquarters FIFRA /TSCA Tracking System (FTTS). Data collected in the regional FTTS is transferred to NCDB to support the need for monitoring national performance of regional programs.. Updated quarterly NPDES: National Pollution Discharge Elimination System. The EPA's database of .all permitted facilities receiving and discharging effluents. Source: Environmental Protection Agency. Updated semi - annually. NRDB: National Radon Database. The NRDB was created by the EpA to distribute information regarding the EPA /State'Resi'dential Radon Surveys and the National Residential Radon Survey. The data is presented by zipcode in Environmental FirstSearch Reports. Source: National Technical Information Service (NTIS) Updated Periodically Nuclear: The Nuclear Regulatory Commission's (NRC) list of permitted nuclear facilities. Updated Periodically PADS: PCB Activity Database System The EPA's database PCB handlers (generators, transporters, storers and /or disposers) that are required to.notify the EPA, the rules being similar to RCRA. This database indicates the type of handler and registration number. Also included is the PCB Transformer Registration Database. Updated semi - annually. Receptors: 1995 TIGER census listing of schools and hospitals that may house individuals deemed sensitive to environmental discharges due to their fragile immune systems. Updated Periodically Non -ASTM Databases (continued): • RELEASES: Air and Surface Water Releases. A subset of-the EPA's ERNS database which have impacted only air or surface water. Updated semi - annually. Soils: This database includes the State Soil Geographic (STATSGO) data for the conterminous,United States: it contains information regarding soil characteristics such as water capacity, percent clay, organic material, permeability, thickness of layers, hydrological characteristics, quality of drainage, surface, slope, liquid limit, and the annual frequency of flooding. Source: United States Geographical Survey (USGS) Updated quarterly IRIS: Toxic Release Inventory System. The EPA's database of all facilities that have had or may be prone to toxic material releases. Source: Environmental Protection Agency. Updated semi - annually. � - 0 Environmental First$earch NEPA Databases and Sources ACEC: Areas of Critical Environmental Concern. This database contains state and federally designated areas of environmental concern such as endanged species habitats, protected open spaces, parks, conservation areas and wildlife preserve's. It also contains contact information for threatened and endangered species. Source: U.S. Fish and Wildlife Services, Ecological Services Offices; State GIS Departments. Updated periodically. Fed band Use: Federal Land data includes information from the following government agencies including Bureau of Indian Affairs, Bureau of Reclamation, Bureau of Land Management, Department of Defense, Forest Service, Fish and Wildlife Service, National Park Service, and the Tennessee Valley Authority. This database also contains data regarding wild and scenic rivers. Source: USGS. Updated periodically. Floodplains: 100 year and 500 year flood zone boundaries for select counties in the United States. Source: Federal Emergency Management Agency (FEMA). This database will be updated as new data becomes available. Historic Sites: National Register of Historical Places Database. The nation's official list of cultural resources worthy of preservation. Properties listed include districts, sites, buildings, structures, and objects that are significant in American history, architecture, archeology, engineering, and culture. Source: National Park Service. Updated yearly. TOWZRS: Tower data encompasses three sources of information from the Federal Aviation Administration and the Federal Communications Commission. FAA data includes the Digital Obstacle File which contains obstruction data for man made objects that affect domestic aeronautical charting products. FCC data includes the Wireless Telecommunication Bureau's Universal Licensing System which contains the Antenna Structure Database and the Cellular Tower Database. FCC data also includes the Mass Media Bureau's Consolidated Database System which includes engineering data for AM, FM, and Television broadcasting stations. Updated periodically. Wetlands: U.S. Fish and Wildlife Service produces information on the characteristics, extent, and status of the Nation's wetlands and deepwater habitats. This data is available for select areas of the United States. Source: U.S. Fish and Wildlife Service, National Wetlands Inventory. This database will be updated as new data becomes available. ENVIRONMENTAL FIRST SEARCH • CALIFORNIA DATABASES (DB) AND SOURCES SMBRPD / CAL SITES: DB TYPE = STATE (STATE SITES)or OTBER(Other Sites) Source: The CAL EPA, Depart. Of Toxic Substances Control Phone:(916) 323 -3400 The California Department of Toxic Substances Control (DTSC) has developed an electronic database system with information about sites that are known to be contaminated with hazardous substances as.well as information on uncharacterized properties where further studies may reveal problems. The Site Mitigation and Brownfields Reuse Program Database (SMBRPD), also known as "CalSites," is used primarily by DTSC's staff as an informational tool to evaluate and track activities at properties that may have been affected by the release of hazardous substances. The SMBRPD displays information in six categories. The categories are: 1. CalSites Properties (CS) 2. School. Property Evaluation Program Properties (SCH) 3. Voluntary Cleanup Program Properties (VCP) 4. Unconfirmed Properties Needing Further Evaluation (RFE) Please Note: FirstSearch Reports list the above sites as DB Type (STATE).. 5. Unconfirmed Properties Referred to Another Local or State Agency (REF) 6. Properties where a No Further Action Determination has-been made (NFA) Please Note: Firstsearch Reports list the above sites as DB Type (OTHER) . Each Category contains information on properties based upon the type of work taking place at the site. For example, the CalSites database is now 'one of the six categories within SMPBRD and contains only confirmed sites considered as posing the greatest threat to .the public and /or the potential public school sites will be found within the School Property Evaluation Program, and those properties undergoing voluntary investigation and /or cleanup are in the Voluntary Cleanup Program. CORTESE: DB TYPE = STATE (STATE SITES) • Source: The CAL EPA, Department of Toxic Substances Control Phone:(916) 445 -6532 Pursuant to Government Code Section 65962.5, the Hazardous Waste and Substances Sites List has been compiled by Cal /EPA, Hazardous Materials Data Management Program. The CAL EPA Dept. of Toxic Substances Control compiles information from subsets of the following databases to make up the CORTESE list: 1. The Dept. of Toxic Substances Control; contaminated or potentially contaminated hazardous waste sites listed in the CAL Sites database. Formerly known as ASPIS are included (CALSITES formerly known as ASPIS). 2. The California State Water Resources Control Board; listing of Leaking Underground Storage Tanks are included .(LTANK) 3. The California Integrated Waste Management Board; Sanitary Landfills which have evidence of groundwater contamination or known migration of hazardous materials (formerly WB -LF, now AB 3750). Note: Track Info Services collects each of the above data sets individually and lists them separately in the following First Search categories in order to provide more current and comprehensive information: CALSITES: SPL, LTANK: LUST' WB -LF: SWL SWIS SOLID WASTE INFORMATION SYSTEM: DB TYPE = SWL Source: The Integrated Waste Management Board Phone:(916) 255 -2331 The California Integrated Waste Management Board maintains a database on solid waste facilities, operations, and disposal sites throughout the state of California. The types of facilities found in this database 'include landfills, transfer stations, material recovery facilities, .composting sites,. transformation facilities, waste tire sites, and closed disposal sites. For more information on individual sites call the number listed above. Please Note; This database contains poor site location information for many sites in the First Search. reports; therefore, it may not be possible to locate or plot some sites in first Search reports. • WMUDS: DB TYPE — SW (SOLID WASTE RELATED SITES) Source: The State Water Resources Control Board Phone:(916) 227 -4365 The State Water Resources Control Board maintained the Waste Management Unit Database System ( WMUDS). It is 'no longer. updated. It tracked management units for several regulatory programs related to waste management and its potential impact on groundwater. Two of these programs (SWAT 6 TPCA) are no longer on -going regulatory programs as described below. Chapter 15 (SC15) is still an on -going regulatory program and information is updated periodically but not to. the WMUDS database.' The WMUDS System contains information from the following agency databases: Facility,. Waste Management Unit (WMU), Waste Discharger System (WDS), SWAT, Chapter 15, TPCA, RCRA, Inspections, Violations, and Enforcement's. Note: This database contains poor site location information for many sites in the First Search reports; therefore, it may not be possible to locate or plot some sites in First Search reports. ORANGE COUNTY LANDFILLS: DB TYPE ' =-SW (SOLID WASTE RELATED SITES) Source: Orange County Health Dept. Phone:(114) 834 -3$36 LUSTIS: DB TYPE = LU (LEAKING UNDERGROUND STORAGE TANKS) Source: The State Water Resources Control Board Phone:(916) 227 -4416 The State Water Resources Control Board maintains a database of sites with confirmed or unconfirmed leaking underground storage tanks. Information for this database is collected from the states regional boards quarterly and integrated with this database. .SAN DIEGO COUNTY LEAKING TANKS: DB TYPE = LU (LEAKING UNDERGROUND STORAGE TANKS) Source: San Diego County Dept. of Environmental Health Phone:(619) 338 -2242 Maintains a database of sites with confirmed or unconfirmed leaking underground storage tanks within its HE17/58 database. For more information on a specific file call the HazMat Duty Specialist at phone number listed above. SLIC REGIONS 1 - 9: DB TYPE = SP (SPILLS -90) Source: The CAL EPA Regional Water Quality Control Boards 1 - 9 The California Regional Water Quality Control Boards maintain report of sites that have records of spills, leaks, investigation, and cleanups. For phone number listings of departments within each region visit their web sites at: http:/ /www.swrcb.ca.gov /regions.html. 'SAN DIEGO COUNTY HE17 PERMITS: DB TYPE = PE (PERMITS) Source; The San Diego County Depart. Of Environmental Health Phone:(619) 338 -2211 The HE17/58 database tracks establishments issued permits and the status. of their permits in relation to compliance with federal, state, and local regulations that the County oversees. It tracks if a site is a hazardous waste generator, TSD, gas station, has underground tanks, violations, or unauthorized releases. Fob more information on a specific file call the HazMat Duty Specialist at the phone number listed above. G • SAN' BERNARDINO COUNTY HAZARDOUS MATERIALS PERMITS: DB TYPE = PE (PERMITS) Source: San Bernardino County Fire.Dept. Phone:(909) 387 -3080 Handlers and Generators Permit Information Maintained by the Hazardous Materials Div. LA COUNTY SITE MITIGATION COMPLAINT CONTROL LOG: DB TYPE = OT (OTHER UNIQUE DATABASES) Source: The Los Angeles.County Hazardous Materials Division Phone: (323) 890 -7806 The County of Los Angeles Public Health Investigation Compliant Control Log ORANGE COUNTY INDUSTRIAL SITE CLEANUPS: DB TYPE = OT (OTHER UNIQUE DATABASES) Source: Orange County Environmental Health Agency Phone:(714) 834 -3536 AST ABOVEGROUND STORAGE TANKS: DB TYPE = US (UNDERGROUND STORAGE TANKS) Source: The State Water Resources Control Board Phone:(916) 227 -4364 The Above Ground Petroleum Storage Act became State Law effective January 1, 1990. In general, the law requires owners -or operators of AST's with petroleum products to file a storage statement and pay a fee by July.l, 1990 and every two years thereafter, take specific action to prevent spills, and in .certain instances. implement a groundwater monitoring program. This law does not apply to that portion of a tank facility associated with the production oil and regulated by the State • Division of Oil and Gas of the Dept. of Conservation. SWEEPS / FIDS STATE REGISTERED UNERGOROUND STORAGE TANKS: DB TYPE = US Source: CAL EPA Dept of Toxic Substances Control Phone:(916)227 -4404 Until 1994 the State Water Resources Control Board maintained a database of registered underground storage tanks statewide referred to as the SWEEPS System. The SWEEPS UST information was integrated with the CAL EPA's Facility Index System database (FIDS) which is a master index of information from numerous California agency environmental databases. That was last updated in 1994. Track Info Services included the UST information from the FIDS database in 'its First Search reports for historical purposes to help its clients identify where tanks may possibly have existed. For more information on specific sites from individual paper files archived at the State Water Resources Control Board call.the number listed above. • CUPA DATABASES 6 SOURCES (DB TYPE = US (UNDERGROUND STORAGE TANKS) DEFINITION OF A CUPA: A Certified Unified Program Agency (CUPA) is a local agency that has been certified by the CAL EPA to implement six state environmental programs within the local agency's jurisdiction. These can be a county, city; or JPA (Joint ,Powers Authority). This program was established under the amendments. to the California Health and Safety Code made by SB 1082 in 1994. A'Participating Agency (PA) is a local agency that has been designated by the local CUPA to administer one or more Unified Programs within their jurisdiction on behalf of the CUPA. A Designated Agency (DA).is an agency that has not been certified by the CUPA but is the responsible local agency that would implement .the• six unified programs until they are certified. Please Note: Track Info Services,.LLC collects.and maintains information regarding Underground Storage Tanks from majority of the CUPAS and Participating Agencies in the State of California. These agencies typically do not maintain nor release such information on a uniform or consistent schedule; therefor, currency of the data may vary. Please look at the details on a specific site with a UST record in the First Search Report to determine the actual currency date of the record as provided by the relevant agency. Numerous efforts are kade•on a regular basis to obtain updated records. A JU4MA COUNTY CUPA' S * County of Alameda Department of Environmental Health * Cities of Berkeley, Fremont, Hayward, Livermore / Pleasanton, Newark, Oakland, San.Leandro, Union ALPIN$ COUNTY CUPA * Health Department (Only updated by agency annually) AMADOR COUNTY CUPA * County of Amador Environmental Health Department BUTTE COUNTY CUPA * County of Butte Environmental Health Division (Only updated by agency biannually) CALAVERAS COUNTY CUPA * County of Calaveras Environmental Health Department COLUSA COUNTY CUPA * Environmental Health Dept. CONTRA COSTA COUNTY CUPA * Hazardous Materials Program DEL NORTE COUNTY CUPA (US) * Department of Health and Social Services EL DORADO COUNTY CUPA'S * County of E1 Dorado Environmental Health'- Solid Waste Div (Only updated by agency annually) * County of E1 Dorado EMD Tahoe Division (Only updated by agency annually) FRESNO COUNTY CUPA * Haz. Mat and Solid Waste Programs GLENN COUNTY CUPA * Air Pollution Control District HUMBOLDT COUNTY CUPA (US) * Environmental Health Division IMPERIAL COUNTY CUPA (US) * Department of Planning and Building INYO COUNTY CUPA (US) * Environmental Health Department KERN COUNTY CUPA (US) • * County of Kern Environmental Health Department City of Bakersfield Fire Department KINGS COUNTY CUPA (US) * Environmental Health Services LAKE COUNTY CUPA (US). * Division of Environmental Health LASSEN COUNTY CUPA (US) *.Department of Agriculture LOS ANGELES COUNTY CUPA'S (US) * County of Los Angeles Fire Department * County of'Los Angeles Environmental Programs .Division * Cities of Burbank, El Segundo, Glendale, Long Beach /Signal Hill, Los Angeles,Pasadena, Santa Fe Springs, Santa Monica, Torrance, Vernon MADERA COUNTY CUPA (US) * Environmental Health Department MARIN COUNTY CUPA (US) • County of Karin Office of Waste.Management • City of San Rafael Fire Department MARIPOSA COUNTY CUPA (US) * Health Department MENDOCINO COUNTY CUPA (US) * Environmental Health Department MERCED COUNTY CUPA (US) * Division of Environmental Health MODOC COUNTY CUPA (US) * Department of Agriculture MONO COUNTY CUPA (US) * Health Department MONTEREY COUNTY CUPA (US) * Environmental 'Health Division NAPA COUNTY CUPA (US) * Hazardous Materials Section • NEVADA COUNTY.CUPA (UST) * Environmental Health Department ORANGE COUNTY CUPA'S (US) * County of Orange Environmental Health Department * Cities of Anaheim, Fullerton, Orange, Santa Ana * County of Orange Environmental Health'Department PLACER COUNTY CUPA (US) * County of Placer Division of Environmental Health Field Office * Tahoe City * City of Roseville Roseville Fire Department PLUMAS COUNTY CUPA (UST) * Environmental Health Department RIVERSIDE COUNTY CUPA (US) * Environmental Health'Department - SACRAMENTO COUNTY (US) * County Environmental Mgmt Dept, Haz. Mat. Div. SAN BENITO COUNTY CUPA (US) * City of Hollister Environmental Service Department SAN BERNARDINO COUNTY CUPA'S (US) • County of San Bernardino Fire Department, Haz. Mat. Div. • City of Hesperia Hesperia Fire Prevention Department City of Victorville Victorvzlle Fire Department SAN DIEGO COUNTY CUPA (US) * The San Diego County Dept. of Environmental Health HE 17/58 SAN FRANCISCO COUNTY CUPA (US) * Department of Public Health SAN JOAQUIN COUNTY CUPA .(US) * Environmental Health Division �_J SAN LUIS OBISPO COUNTY CUPA'S (US) * County of San Luis Obispo Environmental Health Division * City of San Luis Obispo City Fire Department SAN MATEO COUNTY CUPA (US) * Environmental Health Department SANTA BARBARA COUNTY CUPA (US) * Co Fire Dept Protective Services Div SANTA.CLARA-COUNTY CUPA'S (US) • County of Santa Clara Hazardous Materials Compliance Division • Santa.Clara Co Central Fire Prot. Dist. (Covers Campbell, Cupertino, Los Gatos, & Morgan Hill) * Cities of Gilroy, Milpitas, Mountain View, Palo Alto, San Jose Lire, Santa Clara, Sunnyvale SANTA CRUZ COUNTY CUPA (US) * Environmental Health Department SHASTA COUNTY CUPA (US) * Environmental Health Department SIERRA COUNTY CUPA (US) * Health Department SISKIYOU COUNTY CUPA (US) * Environmental Health Department SONOMA COUNTY CUPA'S (US) * County of Sonoma Department Of Environmental Health * Cities of Healdsburg / Sebastapol, Petaluma, Santa Rosa STANINSLAUS COUNTY CUPA (US) * Dept. of Env. Rsres. Haz. Mat. Div. SUTTER COUNTY CUPA (US) * Department of Agriculture TEHAMA COUNTY CUPA, (US) * Department of Environmental Health TRINITY COUNTY CUPA (US) * Department of Health TULARE COUNTY CUPA (US) * Environmental Health Department TUOLUMNE COUNTY CUPA (US) * Environmental Health VENTURA COUNTY CUPA'S (BWT UST'S 6 CERTIFIED UST'S) * County of Ventura Environmental Health Division * Cities of Oxnard, Ventura ...YOLO COUNTY CUPA (US) * Environmental Health Department •YUBA COUNTY CUPA (US) * Yuba County of Emergency Services Environmental Firsdearch Street Name Report for Streets within I Mile(s) of Target Property TARGET SITE: S'HWY 111 E DUNE PAL JOB: 1066 1 -01 LA QUINTA CA 92253 Street Name MUM Street Name MUM 47th Ave 0.55 -W Malaga Gate 0.84 SE 48th Ave 0.28 SE Manzanita Ln 0.79 SW Acropolis St 0.68 SE Miles Ave I:00 N- Adams St 0.55 SW Mission Drive West 0,80 SW Andorra St 0.77 SE Moonshadow Dr 0.61 NE Ashley Pl 0.76 NW Palm Circle Dr 0.49 NE Ashley Way 0.76 NW Pasco Encanto 0.54 NE Ashwood Ct 0.96 NW Pasco Tesoro 0.57 NE Avenue 46 0.84 NE Paso Tiempo Ln 0.76 SW Avenue 48 0.48 SE Rancho la Quinta Dr 0.33 SW Avenue 49 0.84 SE Rio Seco 0.99, SW Barcelona Ave 0.67 SE Roadrunner Ln 0.27 NE Bayberry Ln 0.88 NW Roudel Ln 0.25 N- Birchcrest Cir 0.95 NW Sabita Dr 0.76 NE Bridgette Way 0.80 NW Sandscript Ct 0.89 NE Cabrillo Way 0.84 SW Sandscript Way 0.91 NE. Caleo Bay 0.91 NW Seda Verde Ln. 0.43 SW Calle Brisa 0.73' SW Sedaverde Ln 0.36 SW Calle Serena 0.39 NE Shields Rd 0.82 NE Calyx Ave 0.88 SE Simon Dr 0.96 NW Carmel Cir 0.71 SW Sultana Ave 0.79 SE • Carrie Ln 0.83 NW Sun Brook Ln 0.92 NW ' Casa del Rio 0.99 SW Suncastle Rd . 0.72 NE Casablanca Ct 0.78 SE Sunstone Ct 0.83 NE Casablanca St 0.67 SE Sycamore Ln . 0.93 NE Cascadas Cir 0.48 SW Tangier Ave 0.78 SE Casita Dr 0.37 SW Tulip Pl 0.97 SE Castille St 0.79 SE United States Highwa 0,00- Cindy Ct 0.98 NW Via Antibes 0.74 -W Corsica Gate 0.74 SE Via Avante 0.75 -W Corte Alegria 0.70 NE Via Carmel 0.70 SW Corte el Dorado 0.55 NE Via Celeste 0.78 NE Cortez Ln 05 N- Via Cordova 0.69 -W Cottonwood Ln 0.94 NE Via Corta 0.86 SW Crocus PI 0.91 SE Via"Firetize 0.91 SW Dahlia Ave 0.94 SE Via Florence 0.62 SW Debbie Dr 0.90 NW Via Grazianna 0.55 SW Deerbrook Cir 0.95 NW Via Jardin 0.82 SW Delphi Ct 0.75 SE Via Koron 0.75 =W Descanso Ln . 0.66 SW Via Lorca 0,82 -W Desert Air St 0.77 NW Via Marquessa 1.00 SW Desert Crest Dr 0.86 NW Via Montana 0.87 SW Desert Eagle Ct 0.72 NW Via Montessa 0,70 SW Desert Fox Dr 0.72 NW Via Montigo 0.77 SW Desert Hills Ct 0.87 NW - Via Nice 0.85 SW Desert Rock Ct 0.75 NW Via Opera 0.72 SW. Desert Sand Ct 0.88 NW Via Orvieto 0,87 -W Desert Stream Dr 0.71 NW Via Paraiso 0.54 NE • Environmental FirstSearch Street Name Report for Streets within I Mile(s) of Target Property TARGET SITE: S HWY 111 E DUNE PAL JOB: 10661 -01 LA QUINTA CA 92253 Street Name Dist/Dir Street Name Dist/Dir Desert View Ct 0.89 NW Via Ravenna 0.85 -W Desert Wind Ct 0.82 NW Via San Clara 0.63 SW Diane Dr 0.99 NW Via Solana 1.00 SW Dulce del Mar 0.62 SW Via Tranquilo 0.44 NE Dune Palms Rd 0.05 -W Via Vallarta 0.45 SW E Via Trieste 0.71 SW Via Ventana 0.99 SW EAST Via Trieste 0.71 SW Via Zurich 0,67 SW Fiesta Dr 0.32 NE Victoria Dr 0.85 NW Gibraltar St 0.70 SE Violet'Ct 0.89 NW Hibiscus Ln 0.96 NE Vista Grande 0.35 NE Horseshoe Rd 0.41 NE W Via Trieste 0.64 SW Hummingbird Ln 0.30 NE WEST Via Trieste 0.64 SW Jasmine Ln 0.87 NE Westward Ho Dr 0.50 N- Jefferson St 0.31 -E Willow Ln 0.90 NE Kayle Ct 0.93 NW Windsong Way 0.70 NE Laurie Ct 0.94 NW Malaga Ave 0.84 SE � 0 ... I• • APPENDIX E QUALIFICATIONS STATEMENT EARTH SYSTEMS SOUTHWEST EARTH SYSTEMS SOUTHWEST QUALIFICATIONS STATEMENT FOR ENVIRONMENTAL WORK The principals of the Earth Systems companies have been consulting for an average of over 20 years, and the combined staff numbers clearly 100. Earth Systems' multidisciplinary professional staff has extensive experience with and education in chemistry, geology, geophysics, hydrogeology, mechanical engineering, civil engineering, mapping, soil science, drafting, and surveying. Our senior project and staff professionals include Certified Engineering Geologists, Registered Geologists, Registered Environmental Assessors and Professional Engineers. These professionals are highly qualified, holding an average of two registrations and/or certifications in their area of expertise. To continue to meet our commitment to technical expertise, Earth Systems considers it essential to train our personnel in the latest scientific advancements in assessment and mitigation techniques. This involves continuing education in the form of training seminars; literature reviews, and pertinent conferences to remain abreast of recent developments in this complex and rapidly changing field. The attached resumes describe the credentials of the professionals who performed field, research and/or report preparation work on the project. EARTH SYSTEMS SOUTHWEST � 0 .• SH0VLIN COMPANIES 46 -753 ADAMS STREET LA QUINTA, CALIFORNIA '92253 REPORT OF PHASE II INVESTIGATION ASSESSOR'S PARCEL NUMBERS 600 -020 -004 AND -005 HIGHWAY 111 EAST OF DUNE PALMS ROAD LA' QUINTA, CALIFORNIA February 7, 2007 © 2007 Earth Systcros Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 10661 -02 07 -02 -730 Earth Systems ��. Southwest February 7, 2007 Shovlin Companies 46 -753 Adams Street La Quinta, California 92253 Attention: Mr. John Durso Subject: Report of Phase II Investigation Project: Assessor's Parcel Numbers 600- 020 -004 and -005 Highway 111, Fast of Dune Palms Road La Quinta, California Dear Mr. Durso: 79 -81 113 Country Club Drive Bermuda Dimes, CA 92203 (760) 345 -1588 (800) 924 -7015 FAX (760) 345 -7315 File No.: 10661 -02 07 -02 -730 As you requested, Earth Systems Southwest [ESSW] has completed this Phase 11 investigation of the site referenced above. Note that this report was prepared for your exclusive use. It was prepared to stand as a .whole and no part should be excerpted or used in exclusion of any other part. This project was conducted in accordance with our Proposal No.: SWP -07 -5058, dated December 7, 2006 and authorized December 11, 2006. This report completes the scope of services outlined in our proposal. Thank you for this opportunity to be of service. if you have any questions regarding this report or the information contained herein, please contact this office at your convenience. Sincerely, EARTH SYSTEMS SOUTH«' ST r. ,Wc6cJu Alex nder Schriener, Jr., RG 7198 Senior -Geologist Phase II /as /reh Distribution: 6 /Shovlin Companies 1/AS 1 /SAS I /RC File 2/13D File D C£�\ SCyq�� CiJf NO. 7198 * G.p. • EARTrii SYSTr•.Nas S0U'n-nvrasr REPORT OF PHASE II INVESTIGATION ASSESSOR'S PARCEL NUMBERS 600- 020 -004 AND -005 • HIGHWAY 11.1 EAST OF DUNE PALMS ROAD LA QUINTA, CALIFORNIA January 30, 2007 TABLE: OF CONTENTS Page 1.0 INTRODUCTION .................: 2.0 SCOPE OF WORK .. 3.0 METHODS ............................................:.............................................. ................:.............2 4.0 COMPARISON CRITERIA ...........................................:.................. ..............................3 5.0 FINDINGS, CONCLUSIONS, AND RECOMMENDATIONS ...... ...............:..............3 5.1 Agricultural Fields... 3 5.2 Former Building Areas ............................................................. ............................... 3 5.3 Subsurface Metals Survey and Trenching Activities ................ ..............................4 6.0 LIMITATIONS ..........................:....,.........:.............................;............ ..............................4 APPENDIX A — Figures, Photos, and Tables APPENDIX B — Laboratory Report • EARTrii SYSTr•.Nas S0U'n-nvrasr February 7, 2007 - 1 - Filc No.: 10661 -02 07 -02 -730 1.0 INTRODUCTION " The site consists of approximately 20.24 acres of land located on the south side of Highway 111, a short distance east of Dune Palms Road, in the City of La Quinta, Riverside County, California t (Figure 1). As shown on Figure 2, the site is rectangular, with the long axis oriented in a north -south direction. The site is identified as Assessor's Parcel Numbers (APNs] 600 - 020 -004 and -005, which are nearly equal in size at about 10 acres. Figures depicting the site location and layout are presented in Appendix A. This project was conducted for Sh.ovlin Companies in accordance with our Proposal No.: SWP -07 -5058, dated December 7, 2006. The site is located in the northwest quarter of the southeast quarter of Section 29, Township 5 South, Range 7 East, San Bernardino Baseline and Meridian. The property boundaries are defined by Highway 111 to the north, the Costco shopping center to the east, and the wall bounding the Desert Sands Unified School District facilities to the south. 'file western boundary was not sharply demarcated, but was assumed to be the eastern edge of the developed area for the commercial properties west of the site. Surface .water bodies are not present on the site, either as lakes.or streams. Sand dunes cover the western half of the site (APN 600 -020 -005) except along the southwest boundary, which appears to have been a borrow source for construction of the commercial facilities west of the site. The eastern half of the site (.APN 600- 020 -004) was smoothed for agricultural use and contained a former trailer park in the northern half. The elevation of the site ranges from about 36 to 49 feet above mean sea level. ESSW completed a Phase. I Environmental Site Assessment [ESA] of the site in June 2006 (ESSW, 2006a). Most of the noted development activity occurred on the eastern part of the site (APN 600 -020 -004). From approximately the early 1940s to the early 1970s, the eastern part of the site was used for agricultural purposes. From the early 1970s to about 2000, a trailer park existed in the middle of the eastern parcel. More recently, two aboveground storage tanks (ASTs] for water and a \well with pump are located at the northeast corner of the site. Currently, the trailer park is abandoned and the site is unused. Two primary issues of concern were identified at the site: Rural residential properties and farms commonly used underground storage tanks [USTs] to store gasoline and /or diesel fuel. USTs are a concern because leaks can go unnoticed for long periods of time, and cleaning up those leaks can be required to protect groundwater resources. Portions of•tile property were agricultural at a time when DDT was commonly used on agricultural land. DDT is a concern because it is persistent in the soil and has low clean -up thresholds. Therefore, the potential exists for residues of DDT and similar pesticides to be present in the soil at concentrations of concern. 2.0 SCOPE OF WORK The scope of work for this project involved evaluating the two concerns identified above, and included the following tasks: E''ARTH SYSTEMS SOUfIIWEST February 7, 2007 - 2 - File No.: 10661 -02 07 -02 -730 3 • 1. _A site - specific health and safety plan was prepared, in accordance with state and federal • regulations and ESSW corporate policy. 2. A geophysical survey was conducted by Terra GeoSciences on January 4, 2007 to look for USTs, buried drums and other buried metal debris. The survey consisted of using a Terrain Conductivity Meter [TCNI]; a type of metal detector, and Ground Penetrating Radar [GPR]. Four geophysical anomalies were located. 013-1 through 013 -3 were ' located at the former buildings at the north - central portion of the site around the existing water ASTs, and 0134 \vas located directly south of the former trailer park laundry/shower building. 3. Eight soil samples (SS -1 through SS -8) were collected on January 4, 2007 from the former agricultural portion of the site and analyzed for the presence of Organochlorine ' Pesticides [OCPs] (which includes DDT, Dieldrin, and Toxaphene, as well as other similar currently banned pesticides). s ' 4. Four soil samples were collected on January 4, 2007 from the vicinity of the former building locations in the east - central portion of the site (southeast of the former trailer park laundry /shower building) (SS -101) and at the north - central portion of the site (SS -102 through SS -104) and analyzed for OCPs. 5. USA Service Alert was notified on January 23, 2007 to mark utility Locations near the excavation locations at 013 -3 and 013-4. 6. A diesel = powered backhoe was used on January 26, 2007 to excavate and evaluate two • buried geophysical objects (013-3 and 013 -4) identified by the TCM and GPR surveys. 7. This report has been prepared to summarize our activities, findings, conclusions, and recommendations. ! . 3.0 METHODS Terra Geosciences performed a GPR and TCM survey on January 4, 2007. The GPR survey was conducted by dragging the radar an across the ground in a grid pattern to investigate subsurface conditions. The TCM survey was performed . by walking a Gemini III TCM insti•iument in 'a grid pattern over the area of interest while holding the instrument at a height of approximately 3 feet above ground surface. The function/sensitivity of the TCM was: checked using visible metal objects. The limits of geophysical anomalies were noted and flagged for further investigation. . The diesel - .powered backhoe and a* hand shovel were used to exhume the metallic objects identified during the geophysical suryeys. Field observations were made as to the source of the geophysical anomalies. Surface soil samples were collected by using a disposable tool and clearing away the upper 2 to 4 inches of organic soil and plant debris. Once' an area was cleared, a laboratory- supplied glass jar was driven into the soil until the jar was filled. -file jars were sealed with Teflon -lined lids. Sample locations were marked with a small labeled flag. Samples were labeled, logged onto a EARTH sysrrrnas sown nvr_s'r February 7, 2007 -3 - Pile No.: 10661 -02 07 -02 -730 chain -of- custody form, placed. in an ice - cooled chest, and delivered to Centrum Analytical Laboratory for analysis. Centrum is a California - certified hazardous waste testing laboratory. 4.0 COMPARISON CRITERIA The significance of the analytical results was evaluated by comparing on -site concentrations to several benchmark values. OCP concentrations were compared to: 1) the US EPA Preliminary Remediation Goal for a residential setting [PRG -r], to see if the concentration posed a risk of adverse health effects to future residents; and 2) the California Title 22 Total Threshold Limit Concentration [TTLC], a criterion used to classify wastes as hazardous. PRGs should be used to evaluate whether site -wide concentrations pose a risk to future residents, while the TTLC should be used to see whether wastes (such as spills or soils to be disposed of off-site) exceed regulatory thresholds for classification as " hazmrdous." The regulatory status of pesticide residues is dependent upon how the residue was formed.. Pesticide residues that result from legal use of the product are not subject to hazardous waste regulations, even as the property is developed for other uses, because the material is present as a result of its intended use. Residues from spills are subject to hazardous waste regulations, because spills are not an intended use and a spilled material is a "waste" if it can no longer be used for its intended purpose. In addition, if soil containing pesticide residues is disposed of, then the hazardous waste regulations apply because the soil has become a waste. Regardless of whether the hazardous waste regulations apply, adverse health effects can result from exposure to pesticide residues. Mitigation of the adverse health effects may be wan-anted even if the material is not classified as a hazardous waste. 5.0 FINDINGS, CONCLUSIONS, AND RECOMMENDATIONS The findings of this investigation are summarized below. Figures depicting the sample locations and tables of laboratory results are presented in Appendix A. The laboratory reports are presented in Appendix B. 5.1 Agricultural Fields Trace amounts of the OCPs DDT and DDE (a breakdown product of DDT) were detected in four of the eight samples collected in the agricultural fields at the site ("fable 1). Other OCPs were not detected above laboratory reporting limits. Sample SS -4 contained the maximum concentrations of DDT and DDE at 0.002 mg/kg and 0.046 mg /kg, respectively. These concentrations are significantly under the PRG -r and TTLC benchmark values of 1.7 mg/kg and 1.0 mg /kg, respectively. Thus, OCP concentrations in the fields do not appear to pose a concern. 5.2 Former Building Areas Trace amounts of the OCPs DDT, DDE, and Technical Chlordane were detected in three of the four samples collected around the former building site. Other OCPs were not detected. One sample, SS -101 (Photo 1), contained all three OCPs. This sample also contained the maximum concentrations of the detected OCPs in the former building areas (DDT at 0.007 mg /kg, DDE at 0.018 mg /kg, and Technical Chlordane at 0.76 mg /kg). These concentrations arc well below the EARTH SYSTEMS SOUTFI\NGS'I' February 7, 2007 - 4 - File No.: 10661 -02 07 -02 -730 PRG -r and TTLC levels for the detected OCPs. Further investigations related to this location do not appear warranted. 5.3 Subsurface Metals Survey and Trenching Activities Three suspected buried objects were detected by the GPR survey in the northern building location. The TCM survey was less effective due to the presence of the two large metallic ASTs and metal underground water distribution lines. • Objects 013 -1 and OB -2 were less than 2 feet in diameter and located directly adjacent to and in between the two ASTs. These were determined to be too small to be significant and are likely buried junk metal or parts of the water distribution system. • Geophysical Object OB -3 had several signatures covering an area approximately 30 feet by 30 feet in size and was located south of and adjacent to the existing water ASTs (Photo 2). It was characterized by two strong reflectors on the GPR survey — one at about 2 to 3 feet below ground surface [bgs] and one at about.? to 10 feet bgs. Two trenches, T -1 and T -2, were excavated using a backhoe at right angles to each other in the middle of the anomaly (Photo 3). Care was taken to stay at least.15 feet away from the ASTs. The excavation revealed several dark = colored ash and charcoal layers at about 1.5 feet bgs and a metal water pipe at about 3 feet bgs (Photo 4). The ash and charcoal layers are likely from the former building site that existed on -site from about 1940 to 1970. There did not appear to be. any staining or odor and these layers are considered non- hazardous. The metal piping was considered the source of one of the geophysical signatures. The soil below 3 feet bgs was • typical fine- grained silty sand and appeared native, showing the typical layering found in this part of the Coachella Valley. At approximately 9 to 10 feet bgs (the limit of the excavation), the soil became siltier. This soil change is likely the source of the second geophysical signature. Water was not encountered. Evidence of disrupted soil, a UST, or buried drums was not observed. The excavation area was backfilled and compacted by driving the backhoe over the soils (Photo 5). • The area of geophysical object OB -4 was excavated to. a depth of approximately 4 feet bgs south of the former laundry /shower complex (Photo 6). 'file excavation uncovered several pieces of concrete debris (approximately 2 feet in diameter) and a 4 -inch diameter PVC'pipe used as part of a leach -line for gray water from the laundry room complex. These are the likely source. of the geophysical anomalies. It was noted that the soil had slight moisture content at about 3 to 4 feet bgs, likely as a result of the former septic system and leach line. Further investigation related to potential USTs does not appear warranted. Based on the findings of'this investigation, OCPs and USTs do not appear to pose an issue for this site. Further investigation or remediation concerning these issues does not appear warranted. 6.0 LIMITATIONS ]'his report.has been prepared for the exclusive use of Shovlin Companies. The conclusions and recommendations rendered in this report are opinions based on readily available information. • obtained to date within the scope of the work authorized by the client. The scope of work for EARTH SYSTEMS SOUTHWEST i February 7, 2007 - 6 - file No.: 10661 -02 07 -02 -730 REFERENCES i' ' Agency for Toxic Substances and Disease Registry, C11101-dane, http:// s�rxsw .atsdr.cdc.goN,/tfacts3I.11tml, updated September 1995. DDT, DDE, alai DDD, Nvxs r\v.atsdr.cdc.gov /tfacts35.html, updated September 2002. California Department of Food and Agriculture, 1985. Agi- icidtural Sources of DDT Residues in Cal fo -nia's Erlvirai7rnent, dated September, 1985. California Department of Water Resources (DWR), 1964, Bulletin Member 108 — Coachella Valley Investigalion, July 1964. Earth Systems Southwest, 2006a, Report of Phase I Environmental Site Assessment, South Side of Highway 111 and East of Dune Palms Road La Quinta, California, File No.: 10661- 01, Document No.: 06 -06 -821, dated Jule 20, 2006. 2006b, Revised Proposal for Phase II Investigation, Assessor's Parcel JN[umbers 600 - 020 -004 and -005, South Side of Highway 111 and East of Dune Palms Road, La Quinta, California, Proposal No.: SWP -07 -5058, dated December 7, 2006. Rodgers, Thomas, 1965; Geologic A4ap of California Santa Ana Sheel, California Division of Mines and Geology. Saltzman, Sarina, and Bruno Yaron, editors, 1986. Pesticides In Soil, published by Van Nostrand Reinhold Soil Sciences Series, New York. Telford, Wm, Geodart, LP, Sheriff, RE and Keys, DA, 1976, Applied Geophysics, Cambridge University Press, 860 pp. Thomson, W. T., 1985. Agi-icultural Chemicals: Book I - Insecticides. Thomson Publications, Fresno, California. United States Geological Survey, 7.5 minute La Quinta, Calif. Quadrangle, 1959, photo- revised 1980. US EPA, 2000, Region.9, Preliminary Remediation Goals Table 2000. I" :Airni SYSITNIS sown- nvra-r • • APPEND Photos, and Tables EARTH sysTEms x;x� x .x . ...:� �k x.. x .. .. .. ... 'r .. °E -¢- Reference: 31obeXplorer aarial photograph, dated February 1, 2006. Lcucrvu Figure 2 Site Boundary Site Layout Units of Geophysical Survey ' OB -3 -Geophysical Object South Side of Highway 111, East of Dune Palms Road Q SS -1 - Surface Soil Sample La Quinta, Riverside County, California Approximate Scale: 1" = 200'. N Earth Systems Southwest 0 '400' 400' ( 02/07/07 1 10661 -02 Photo 3: View looking north of trenches T -1 (north- south) and T -2 ( east - west) excavated in the middle of anomaly OB -3 Photo 5: View looking north of OB -3 location after excavation was backfilled. Earth Systems WW Southwest 2107/07 1 10661 -02 Page 1 of 1 Photo 2: View looking northeast of above ground water tanks and location of geophysical object, OB -3 r� t Atic r t� r, 4 t e Photo 6: View looking east of trench behind laundry building shov:irg gray -water piping. Excavation was backfilled a`ter inspection. Site Photographs APNs 600- 202 -004 and -005 South of Hwy 111 and East of Dune Palms Road La Quinta, California Table 1. Laboratory Results - Pesticides (EPA Methods 8081A) • Sample ID Depth (ft) 4,4' -DDT 4,4' -DDE 4;4' =DDD= Technical Chlordane Other OCPs . SS -1 0.1 ND < 0.002 0.002 ND < 0.002 ND < 0.020 ND SS -2 0.1 ND < 0.002. ND <0.002 ND < 0.002 ND < 0.020 ND SS -3 0.1. ND < 0.002 ND <0.002 ND < 0.002 ND < 0.020 ND SS -4 0.1 0.002 0.046 ND <'0.002 ND < 0.020 ND SS -5 0.1 ND < 0.002 0.004 ND < 0.002 ND < 0.020 ND SS -6 0.1 ND < 0.002 ND < 0.002 ND < 0.002 ND < 0.020 ND SS -7 0.1 NO < 0.002 ND < 0.002 ND < 0.002 ND < 0.020 ND SS -8 0.1 ND < 0.002 0.002 ND < 0.002 ND < 0.020- ND SS -101 0.1 0.007 0.018 ND < 0.002 0.76 ND SS -102 0.1 ND < 0.002 0.012 ND < 0.002 ND < 0.020 ND. SS -103 0.1 ND < 0.002 0.002 ND < 0.002 ND < 0.020 ND SS -104 0.1 ND < 0.002 ND <0.002 ND < 0.002 ND < 0.020 ND TTLC 1.0 mg /kg as sum total of DDT. DDE. DOD (TDE) 2.5 mg /kg various Benchmark Values Residential PRG 1.7 mg /kg 1.7 mg /kg 2.4 mg /kg 1.6 mg /kg various Notes: Concentrations are in mg/kg unless otherwise noted Others compounds anahred liar but "nut detected" includes Ald'rin. Alpha-131-1C. 13cta- 131-IC. Delta- 131-IC. Mamma -131 IC. Chlordane. Deildrin. Endosullan -1. lindrisullan II. Endosulfan Sulfate. Endrin, I`aidrin Aldehyde. 17ndrin Ketone. i•Icptachlor. I•Ieptachlor I-7puside. Mcllioxychlor. and Toxaphene. ND = not detected at detection limit shown. or shown on the attached labortory results rnx = Total Threshold Limit Concentration. a Caliti)rnia criteria liir def ining a waste as hararduus. 14W = Preliminary Remediation Goals (Calllornla value used as advisory number). ESSW # 10661 -02 APPENDIX B Laboratory Report EARTH SYSTEMS SOUTHWEST Centrum Analytical Laboratories, Inc. CERIMED HAZARDOUS WASTE IESINIG I IOEHE & lii HOUSE LABORATORIES Client: Earth Systems 79 -811 B Country Club Dr. Indio, CA 92203 Project: E. of Dune Palms Date Sampled: 01/04/07 Date Received: 01/05/07 Job Number: 29129 CASE NARRATIVE The following information applies to samples which were received on 01/05/07: The samples were received at the laboratory chilled and sample containers were intact. Unless otherwise noted below, the Quality Control acceptance criteria were met for all samples for every analysis requested. The date of issue for this report is 0112/07. Report approved by: Old-Z 2007.01.12 14:37:55 - 08'00' Robert R. Clark, PhD President ELAP Lab# 2419, 2479, 2527, 2373, 2562 S RL: Reporting Limit -- The lowest level at which the compound can be reliably detected under normal laboratory conditions. ND: Not Detected -- The compound was analyzed for, but was not found to be present at or above the Reporting Limit. NA: Not Analyzed — This compound was not on the list of compounds requested for analysis. Page 1 of 5 951.779.0310 or 800.798.9336 fax 951.779.0344 www.centrum- labs.com 1401 Research Park Drive, Suite 100, Riverside, CA 92507 is • Centrum Analytical Laboratories, Inc. Organochlorine Pesticides by EPA 8081A Client: Earth Systems Project: E. of Dune Palms Job No.: 29129 Matrix: Soil Analyst: KC Date Sampled: 01/04/07 Date Received: 01105/07 Date Extracted: 01/10/07 Date Analyzed: 01/10 -11/07 Batch Number: PESTS1127 Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: Blank SS -1 SS -2 SS -3 SS-4 SS -5 Tetra chloro- m- xylene 83 87 92 84 86 85 Page 2 of 5 Sample ID: Blank SS -1 SS -2 SS -3 SS-4 SS -5 Pesticides -RL mg /Kg mg /Kg mg /Kg mg /Kg mg /Kg mg /Kg Aldrin 0.001 NO NO NO NO NO NO Alpha=BHC 0:001 NO ND- ND NO ND NO Beta -BHC 0.001 NO NO NO NO NO NO Delta -BHC 0.001 NO NO NO NO ND NO Gamma -BHC (Lindane) 0.001 NO NO NO NO NO ND Technical Chlordane 0.020 NO NO NO NO NO ND 4,4' -DDD 0.002 NO NO NO NO NO ND 4,4' DDE 0.002' NO 0.002 NO ND 0.046. 0.004 4,4' -DDT 0.002 NO NO NO NO 0.002 NO Dieldrin ;•0.002, ` NO NO NO NO NO NO Endosulfan 1 0.001 NO NO NO NO NO NO Endosulfan II 0.002 ' NO ND NO NO NO NO Endosulfan sulfate 0.002 NO NO NO NO NO NO Endrin . 0.002 NO ND' NO NO NO NO Endrin Aldehyde 0.002 NO NO NO NO NO ND Endrin Ketone 0.010 NO NO NO NO NO NO Heptachlor 0.001 NO NO NO NO NO NO Heptachlor Epoxide. 0,001.- NO NO NO ND NO NO Methoxychlor 0.010 NO NO NO NO NO ND Toxa hene ._ ..0:020.:.- - ..ND ' NO . NO NO NO NO Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: Blank SS -1 SS -2 SS -3 SS-4 SS -5 Tetra chloro- m- xylene 83 87 92 84 86 85 Page 2 of 5 Centrum Analytical Laboratories, Inc. i Organochlorine Pesticides by EPA 8081A Client: Earth Systems Project: E. of Dune Palms Job No.: 29129 Matrix: Soil Analyst: KC Date Sampled: 01/04/07 Date Received: 01/05/07 Date Extracted: 01/10/07 Date Analyzed: 01/10 -11/07 Batch Number: PESTS1127 Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: SS -6 SS -7 SS -8 SS -101 SS -102 SS -103 Tetrachloro -m- xylene 87 93 92 81 91 91 Page 3 of 5 Sample ID: SS -6 SS -7 SS -8 SS -101 SS -102 SS -103 Pesticides RL mg /Kg mg /Kg mg /Kg mg /Kg mg /Kg mg /Kg Aldrin 0.001 ND ND ND ND ND ND Alpha -BHC 0.001 ND ND ND ND ND ND Beta -BHC 0.001 ND ND ND ND ND ND Delta -BHC • 0.001 ND ND ND ND ND ND Gamma -BHC (Lindane) 0.001 ND ND ND ND ND ND Technical Chlordane 0.020 ND ND ND 0.76 ND ND 4,4' -DDD 0.002 ND ND ND ND ND ND 4,4 %DDE . 0.002 ND ND 0.002 0.018 0.012 0.002 4,4' -DDT 0.002 ND ND ND 0.007 ND ND Dieldrin 0.002 ND NO ND ND ND ND Endosulfan 1 0.001 ND ND ND ND ND ND Endosulfan II 0.002 ND ND ND ND ND ND Endosulfan sulfate 0.002 ND ND ND ND ND ND Endrin 0.002 ND ND ND ND ND ND Endrin Aldehyde 0.002 ND ND ND ND ND ND Endrin Ketone 0.010 ND ND ND ND ND ND Heptachlor 0.001 ND ND ND ND ND ND Heptachlor Epoxide 0.001 ND ND ND No ND ND Methoxychlor 0.010 ND ND ND ND ND. ND Toxaphene 0.020 ND ND ND ND ND ND Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: SS -6 SS -7 SS -8 SS -101 SS -102 SS -103 Tetrachloro -m- xylene 87 93 92 81 91 91 Page 3 of 5 Centrum 41 rrl Analytical Laboratories, Inc. i Organochlorine Pesticides by EPA 8081A • Client: Earth Systems Date Sampled: 01/04/07 Project: E. of Dune Palms Date Received: 01/05/07 Job No.: 29129 Date Extracted: 01/10/07 Matrix: Soil Date Analyzed: 01/90 -11/07 Analyst: KC Batch Number: PESTS1127 Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: SS -104 Tetrachloro- m- xylene 83 Page 4 of 5 Sample ID: SS -104 Pesticides RL mg /Kg Aldrin 0.001 ND Alpha,BHG. 0.001. ND . Beta -BHC 0.001 ND Delta =BHC' . 0.001 ND Gamma -BHC (Lindane) 0.001 ND Technical Chlordane 6.020 ND 4,4' -DDD 0.002 ND 4,4' -DDE .0.002= ND' 4,4' -DDT 0.002 ND Dieldrin, :, 0.002 ND Endosulfan 1 0.001 ND Endosulfan 11. 0.002. ND Endosulfan sulfate 0.002 ND Endrin ; 0.002 ND Endrin Aldehyde 0.002 ND Endrn Ketone. 0.010 ND. Heptachlor 0.001 ND Heptachlor,Epoxide .:.0.001, : • ND. Methoxychlor .0.010 ND Toxaphene . ". 0:020 ND Surrogates in % Recovery (Acceptance Limits: 50 - 150 %) Sample ID: SS -104 Tetrachloro- m- xylene 83 Page 4 of 5 1 _ Centrum Analytical Laboratories, Inc. QC Sample Report - Organochlorine Pesticides by EPA 8081A Matrix: Soil Batch Number: PESTS1127 Batch Accuracy Results Spike Sample ID: Laboratory Control SamDle Batch Precision Results MS /MSD Sample ID: SS -2 C o j N N _ m Of E. aa) a 2 M E J C a) C1 J O M > U > C CIL E Ol (n f0 CO m Y Y m aa) Y Q' (D aai X U in N Compound U E U) o o Q a Compound 2 E E cr p Lindane 0.0067 80 61 - 114 Pass Heptachlor 0.0067 90 78 - 129 Pass Aldrin 0.0067 90 71 - 123 Pass Dieldrin 0.027 91 73 - 123 Pass Endrin 0.027 87 72 - 133 Pass DDT 0.027 85 76:128 Pass Batch Precision Results MS /MSD Sample ID: SS -2 MS: Matrix Spike LCS: Laboratory Control Sample MSD: Matrix Spike Duplicate LCSD: Laboratory Control Sample Duplicate Page 5 of 5 Analytical Notes: cal Notes: U) j N _ Of X a) aa) a 2 M E J (U aD CIL E 0 a) U @ CO 0 0) 0 > N cc N Q) LL i) 0 Compound 2 E E cr p Qf Q a- Lindane 0.0055 0.0061 11% 25% Pass Heptachlot 6.0062 0.0066 7 %' 25% Pass Aldrin 0.0061 0.0069 12% 25% Pass Dieldrin 0.0273 0.0292 :7% 251% Pass Endrin 0.0280 0.0302 7% 25% Pass DDT .0.0265. 0.0298 12% 25% Pass MS: Matrix Spike LCS: Laboratory Control Sample MSD: Matrix Spike Duplicate LCSD: Laboratory Control Sample Duplicate Page 5 of 5 Analytical Notes: cal Notes: • Centrum i r Analytical Laboratories, Inc. 1401 Research Park Drive, Suite 100 Riverside, CA 92507 Voice: 951.779.0310 • 800.798.9336 Fax: 951.779.0344 Chain of Custody Record Centrum Job # 3299 Hill Street, Suite 305 www.contrum;tabs.corn lab @centrum -labs.com Page Of Z— Signal Hill, CA 90755 Voice: 562.498.7005 Fax: 562.498 -8617 Plaasa _ re a Annlvenc nnnn� +nri Project No: Project Name: bu Yr-7 i, 1At p x m ¢ IL m o°– LL J o o o LL J m r E x — w W LD a� r °m m U O> m (j > O W cm m m m °m ° m '�9 >: m 9 f ' �x P n wi Q. m d Turn - Around Time see note � 11 24 Hr. RUSH ' ❑ 48 Hr. RUSH Normal TAT ❑ Other proval, Requires P OR approval, additional charges apply Requested duo date: Project Manager. s� ppho Fax: 7��° - c Qo omall: Sc7- r Client Name: (capon.ad _ S Address: Ate: Reports and Invoice win be sent v (R.pn eFnd 01111.g) L I In(IDUA) 7 fv Romarks/Spoclal Instructions Centrum ID (.b— Sample ID a (A. 1. —..p Data Sam led Tlmo sampled Sample matrix Site location Containers: A and typo 12 qu a y: p • arts I a • / me: y: a mo: -- To be complotod by Laboratory personnel: l/ /,, 0 Chilled? p Yes Tomp JA1j C ❑ From Flold Custody se`ala7 ❑ YosNo All samplo containers Intact? pp Yos ❑ No CouHor O UPSlFod Ex ❑ Hand cartfod Sample Disposal ❑ Client will pick up D Return to client lab disposal S In o Locator Number: � - / L ✓�/ e me: Received y: a o: me: The delivery of samples and the signature on this chain of custody form constitutes authorization to perform the analyses specified above under the Term and Conditions set forth on the back horoof. Relinquished y: a o: me: ece ve or a ory yj a e: me: r ` Report Formats: Check all applicable O Paper report 7p PoF report (include small address) ❑ LARWOCB ❑ EDF pnclude etobal Ile) O EDD (GISKEY) O EDD (Omer) •NN Dear ep .1 Laboratory Notes: ' whae Copy - Odalnal (Accompanies Samples) Yellow Copy- Centrum Fllas Pink Copy - Clknl Copy Whitewater River Region WOMP Dune Palms Road and Highway 111 Project Appendix I. PROJECT- SPECIFIC WQMP SUMMARY DATA FORM � 0 z► • .• Project- Specific WQMP Summary Data Form Applicant Information Name and Title Company Phone Email Project Information Project Name (as shown on project application /project - specific WQMP) Street Address Nearest Cross Streets Municipality (City or Unincorporated County) Zip Code Tract Number(s) and/or Assessor Parcel Number(s) Other (other information to help identify location of project) Watershed 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,o00 sq. ff. Home subdivision >_ 10 housing units Parking lot >_ 5,000 sq. ft. or >_ 25 parking spaces Date Project- Specific WQMP Submitted ^ Size of Project Area (nearest 0.1 acre) Project Area managed with Site Design or Low Impact Development "(LID) BMPs (nearest 0.1 acre) Is the project subject to onsite retention by ordinance or policy? Are Treatment Control BMPs required? Name of the entity will implement, operate, and maintain the post- construction BMPs Contact Name Street or Mailing Address City Zip Code Phone 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