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EA 2014-1002 La Quinta Square - Drainage Study1 Drainage Study - Tentative Map La Quinta Square Intersection of Highway 111 and Simon Drive La Quinta, CA 92253 October 22, 2014 Prepared for: Billy Yeung The Magellan Group, Inc 1800 Avenue of the Stars, Suite 105 Los Angeles, CA 90067 Prepared By: Kimley-Horn and Associates, Inc. 401 B Street, Suite 600 San Diego, CA 92101 KHA No. 095943001 ©Kimley-Horn and Associates, Inc. 2014 RECEIVED OCT 2 3 2014 CITY OF LA QUINTA COMMUNITI+ DEVELOPMENT 1 1 1 1 1 1 1 1 J 1 1 Drainage Study For La Quinta Square Intersection of Highway 111 and Simon Dr La Quinta, CA 92253 October 22, 2014 /-/t Michael Knapton, PE Exp. Date 09/30/15 R.C.E.65627 �oQ�OFESS/p�q\ <DZE z� � No. 65627 La Quinta Square - Drainage Study l October 2014 1 Kimley >>Horn TABLE OF CONTENTS 1. Introduction ............................................... 2. Design Criteria. :,**'**** 3. Existing Conditions .................................... 4. Proposed Conditions .................................. 5. Detention Results ....................................... 6. Summary ................................................... APPENDICES Appendix A Riverside County Flood Control Hydrology Manual Excerpts Appendix B AES Results for Existing Conditions (10 & 100-Year) Appendix C AES Results for Proposed Conditions (10 & 100-Year) Appendix D Detention Calculations Appendix E Percolation Study Figure 1 Vicinity Map Exhibit A Existing Drainage Map Exhibit B Proposed Drainage Map .. 2 .. 2 .. 3 .. 3 ..4 La Quinta Square • Drainage Study 1 October 2014 Kimlep)Horn 1 1 1. Introduction This drainage study was prepared for the development of a proposed commercial development project located at the intersection of Highway I I I and Simon Drive (west of Highway 111 and north of Simon Drive, see Figure 1 Project Vicinity Map. The proposed uses for this project site consist of a restaurant and two commercial buildings. The total site acreage is approximately 3.9 acres. 2. Design Criteria 1 The objective of this drainage study is to infiltrate the volume of the 10-year storm into the soils. The overflow runoff in excess of the said storm event will enter the street gutter and continue downstream to catch basins located along Washington Street and Highway I I I immediately west of the project. Drainage calculations comply with the requirements outlined in the Riverside County Flood Control and Water Conservation District's Hydrology Manual (RCFC & WCD). Soil type "A" was used for the site and was determined from the RCFC&WCD Hydrology Manual. The City of La Quinta Development Engineering Handbook and NOAA Atlas 14 was also utilized to determine the intensity per duration for the project site. Peak flow runoff values were calculated based on the 10-year storm event using the Modified Rational Method calculated by the AES program. Excerpts from the RCFC&WCD hydrology manual and City of La Quinta Development Engineering Handbook are located in Appendix A. The volume of stormwater detention of the 10-year, 3-hour design storm is modeled per NOAA 1 Atlas 14 rainfall data with a storm distribution based upon the Riverside County hydrology manual. 3. Existing Conditions The existing site is a fully developed commercial site with one building. The site is completely J impervious. The existing runoff sheet flows across the site, with 1.7 acres flowing northwest and exiting the site on to Highway 111. The remaining 2.2 acres flow southwest and discharge on to Simon Drive. An existing wall along the northwest side of the property prevents runoff from 1 crossing the property line and getting into the adjacent development to the west. Once runoff reaches Highway 111, it travels through an existing curb and gutter system, entering an existing inlet along Washington Street. Runoff on Simon Drive travels through an existing curb and gutter as well, eventually being captured by an existing curb inlet on Simon Drive near the intersection of Washington Street. 1 The existing site was modeled to include runoff from the existing street sections on Highway I I I and Simon Drive. See Exhibit A for drainage areas. An AES Rational Method Runoff Model has been developed to calculate peak flows for the 10 and 100 year storm events. The runoff coefficient and runoff index for these areas is based on the land use and Soil Classification "A". IResults are located in Appendix B and summarized in Table 4.1. JLa Quinta Square • Drainage Study 2 October 2014 Kimlep>Horn 4. Proposed Conditions The project proposes the construction of three commercial buildings with an above ground parking lot separating the buildings. There is also a proposed landscaped area running along the property frontage of Highway I I I and Simon Drive. Storm water runoff will surface flow across the site and be directed towards curb inlets which will discharge into underground storm, private storm systems. Once in the storm drains, runoff will flow to three (3) underground detention chambers which will discharge to drywells to be infiltrated on site. The project site is divided into three (3) drainage areas as shown on Exhibit B Proposed Hydrology Map. These areas were delineated based on the proposed grading for the site. The flow from Area A travels northeasterly across the site and into a drywell at the northern corner of the project site. The 100 year overflow from the area flows offsite, traveling west down Highway 111 and into an existing inlet on Washington Street. Flow from Area B runs easterly across the site and into a proposed drywell. The 100 year overflow enters Simon Drive, flowing south, then west along Simon Drive and into an existing inlet on Simon Drive near the intersection of Washington Street. Flows from Area C confluence at a drywell in the south of the project site with the 100 year flow entering Simon Drive and running south, eventually flowing into the inlet on Simon Drive near the intersection of Washington Street. With the addition of the landscaped area around the frontage of the project site as well as additional landscaped areas throughout the site, the proposed runoff in the 10 year condition is less than the existing runoff. The Rational Method (AES program) was used for the hydrologic analysis of peak flows for the 10 year storm event. The hydrology model results are presented in Appendix B and summarized in Table 4.1 and Table 4.2. Table 4.1 - Existing Condition Acreage Q,o (cfs) A 1.7 4.9 B 2.2 6.6 Total 3.9 11.5 Table 4.2 - Proposed Condition Acreage Q10 (cfs) A 1.58 4.2 B 1.27 2.9 C 1.05 2.4 Total 3.9 9.5 ** ** Indicates peak runoff of on -site flow before detention. 5. Detention Results 1 The volume of the storm is calculated from the precipitation for the 10-year, 3-hour duration storm from the NOAA Atlas, being 1.1 inches. Each watershed volume was derived by the formula: Volume = Precipitation * Area * Runoff Coefficient, and converted to units of cubic feet. The volume calculation table is summarized in Appendix D. A series of infiltration tests were performed by the project Geotechnical Engineer and the results Jare summarized in the percolation study referenced in Appendix E. The testing performed at La Quinta Square • Drainage Study 3 October 2014 Kimley>»Horn multiple locations and at various intervals of strata vertically within the infiltration bed indicates that little infiltration is to be expected until below 22' below existing finished grade due to the in situ soils. The study further demonstrates the anticipated percolation of intervals of soil down to depths of 45' (Basin C) and 55' (Basins A & B). The drywells are planned to this depth and the calculations herein are based on the reported infiltration discharge rates in gallons per hour at the approximate location of each test. A Factor of Safety of 2 was used to adjust, downward, the reported infiltration rates to the calculations. For the drywell located in the middle of the project, between the testing locations, a harmonic mean for rates of discharge between the other tests was utilized. The theoretical discharge rates, factored down by 2, are represented below in both gallons per 1 hour and cubic feet per second. Table 5.1 Watershed Infiltration rate Infiltration with FS = 2 Infiltration rate for calculations Unit Conversion Basin A 112,740 gal/day 56,376 gal/day 2,349 gal/hour 0.09 cfs Basin B 67,200 gal/day 33,600 gal/day 1,400 gal/hour 0.05 cfs Basin C 36,579 gal/day 18,290 gal/day 762 gal/hour 0.03 cfs As the discharge rates of the dry wells cannot keep up with the inflow from the storm, a holding chamber will be utilized to detain the excess until it can drain over time into the dry well. These chambers are 96" CMP barrels with length determined by the inflow/outflow relationship for storage for the 10-year, 3-hour storm volume. The hourly inflow distribution is based on Plate E- 5.9 from the Riverside County Flood Control Hydrology Manual, included within Appendix D. The hourly outflow is as reported in Table 5.1. The inflow -outflow rating curve for each Basin is provided within Appendix D and depicts the inflow ending after a 3-hour storm duration and the 1 corresponding volume remaining in the system which is to be stored in each underground J chamber. The draw down period of the stored runoff occurs within 15 — 24 hours. The vertical design of the downstream storm drain system is set in order to allow for the full ponding of the design storm volume into the chamber before the spillway occurs for the larger storm events. Specifically, the elevation of each chamber is set below the grate elevation of the overflow bubblers along Simon Drive and the sidewalk underdrain along Highway 1 11. 6. Summary jThis project will decrease the percentage impervious area for the site as well as decrease the amount of flow being discharged from the site. Also with the addition of landscaped areas and 1 drywells, the proposed site design will increase the treatment of harmful pollutants that the site produces and allow the runoff from the project site to contain fewer pollutants than in the sites current condition. The volume of the 10-year, 3-hour storm event will be infiltrated into the surrounding soils. KASND LDEV\095943001 - La Quinta Square\Drainage\Drainage Study\2014.10.21 La Quinta Drainage Report.doc ILa Quinta Square • Drainage Study 4 October 2014 Kimley-»Horn &ACO bl WK WAY SITE�''�._ -! STTH ST Figure 1 — Vicinity Map La Quinta Square • Drainage Study 5 October 2014 Kimley>»Horn 1 1 1 IAppendices I Kimley»>Horn 1 Appendix A — Riverside County Flood Control Hydrology Manual Excerpts I RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COMER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B C D Cover (2) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS HYDROLOGY MANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) ACTUAL IMPERVIOUS COVER 1 J Recommended Value Land Use (1) Range -Percent For Average Conditions-Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (1t Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown I 80 -100 I 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a WCD HYDROLOGY JNJANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E-6.3 A 0 T"q 0 19 6 1 1 I I j i Atlas 14, Volume 6, Version 2 Location name: La Quinta, California, US' ,.Latitude: eNOAA 33.7115°, Longitude:-116.2918' 1 Elevation: 79ft` ' source Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, U-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maas & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)' Average recurrence interval (years) Duratlon 000 10 ® 50 100 200 ® 1000 0.066 0.102 0.166 0.207 0.287 0.358 0.440 0.537 0.692 0.835 5-min (0.055-0.080) (0.085-0.124) (0.130-0.190) (0.170-0.253) (0.228-0.363) (0279-0A64) (0.335-0.585) (0.397-0.734) (0.490-0.987) (0.571-1.23) 0.095 0.146 0.224 0.296 0.411 0.513 0.631 0.770 0.991 1.20 10-min (0.080-0.115) (0.122-0.177) (0.186-0.273) (0.2"-0.363) (0.327-0.521) (0.400-0.664) (0.480-0.838) (0.569-1.05) (0.702-1.41) (0.818-1.77) 0.115 0.177 0.271 0.358 OA97 0.620 0.763 0.931 1.20 1.45 15-min (0.096-0.140) (0.148-0.215) (0.225-0.330) (0.295-0.439) (0.396-0.630) (0.483-0.803) (0.580-1.01) (0.688-1.27) (0.849-1.71) (0.989-2.14) 0.168 0.259 F 0.396 0.524 0.725 0.906 1.12 1.36 1.75 2.12 30-min (0.141-0.204) (0.216-0.313) (0.329-0.481) (0.431-0.642) (0.578-0.920) (0.706-1.17) (0.847-1.48) 1 (1.00-1.86) 1 (1.24-2.50) 1 (1.45-3.13) 0.237 0.364 0.568 0.737 1.02 128 157 1.92 2.47 2.98 60-min (0.198-0.287) (0.304-0.442) (0.464-0.678) (0.608-0.904) (0.814-1.30) (0.994-1.65) (1.19-2.09) 11 (1.42-2.62) 1 (1.75-3.52) (2.04-4.40) 0.330 0.486 0.723 0.942 1.28 159 1.93 2.34 2.96 3.52 2-hr (0.275-0.399) (0.405-0.589) (0.601-0.878) (0.776-1.15) 1 (1.02-1.63) 1 (1.47-2.57) 1 (1.73-&19) 1 (2.10-4.22) (2.41-5.21) 0.396 0.575 0.846 1.10 1.48 1.83 2.22 2.67 3 337 3.89 3fir 0.330-0.479) (0.479-0.697) (0.703-1.03) (0.903-1.34) 1 (1.18-1.88) 1 (1.43-2.37) 1 (1.69-2.95) 1 (1.97-3.65) 1 (2.38-4.81) (2.73-5.90) 0 520 0.761 1.10 1.41 1.90 2.33 2.81 3.37 4.22 4.97 6-hr 0A34-0.629) (0.626-0.910) (0.911-1.33) 1 (1.16-1.73) 1 (1.52-2.41) 1 (1.82-3.02) 1 (2.14-3.74) 1 (2.49-4.60) 1 (2.99-6.02) (3.39-7.34) 0.628 0.930 1.37 1.77 2.39 2.91 3.50 4.16 5.17 6.05 12-hr 0.524-0.761) (0.775-1.13) (1.14-1.67) 1 (1.90-3.03) 11 (2.27-3.77) (2.66-4.65)11(3.08-5.69)1 (3.66-7.38) (4.13-8.94) 0.776 1.18 1.77 2.30 3.09 3.76 1 4.50 5.33 6.58 7.65 24-hr 0.686-0.894) (1.05-1.37) 1 (1.56-2.05) 1 (2.01-2.68) 1 (2.62-3.72) 1 (3.12-4.62) (3.65-5.68) 1 (4.21-6.89) 1 (4.99-8.85) (5.61-10.6) 1.38 2.08 2.71 3.64 4.42 5.29 6.26 7.68 8.91 2day IF-0.893 (0.790-1.03) 1 (1.22-1.59) 1 (1.84-2.41) 1 (2.37-3.16) 1 (3.08-4.38) 1 (3.67-5A4) (4.29-6.65) (4.94-8.08) 1 (5.83-10.3) (6.54-12.4) 0.985 148 2.25 2.83 3.94 4.79 5.72 6.77 8.32 8.65 3�ay (0.845-1.10) 1 (1.31-1.71) 1 (1.98-2.80) 1 (2.58-3.42) 1 (3.34-4.74) (3.98-5.88) (4.64-7.20) 1 (5.35-8.75) 1 (8.32-11.2) (7.08-13.4) 1 1.57 2 38 3.10 4.17 5.08 6.07 7.18 8.82 10.2 4-d8y (0.89393-1.18) (1.39-1.81) 1 (2.10-2.78) 1 (2.71-3.82) 1 (3.54-5.03) (4.22-624) 1 (4.92-7.63) 1 (5.87-9.27) 1 (6.89-11.9) (7.50-142) 1.66 2 53 3.29 4.42 5.37 6A1 7.57 9.28 10.7 7-d8y (0.945-145-123) 1 (1.47-1.92) 11 (2.23-2.92) 1 (2.88-3.84) 1 (3.75-5.32) 1 (4.48-8.80) 1 (5.20-8.07) 1 (5.98-9.78) 1 (7.04-12.5) (7.87-14.9) 1.10 1.71 2.60 3.39 4.67 5.55 6.62 7.80 9.66 11.0 10ilay (0.989-128) 1 (1.51-1.98) 1 (2.30-3.01) 1 (2.97-3.96) 1 (3.87-5.50) 1 (4.81-6.82) 1 (5.37-8.33) 11 (8.18-10.1) 1 (7.25-12.9) (8.09-15.3) 1.16 135 2.85 3.73 5.04 6.13 7.32 8 662 10.6 12.1 20<iay (1.03-1.34) (1.63-2.13) (2.51-3.29) 1 (3.26-4.35) 1 (4.27-6.07) 1 (5.09-7.53) (5.94-9.21) (6.81-11.1) 1 (7.98-142) (8.88-16.8) 122 1. 3.08 4.07 5.54 6.76 8.9.50 11.6 13.3 30-day (1.08-1.41) 1 (1.75-2-228) (2.72-3.57) (3.56-4.75) (4.89-8.87) 1 (5.81-8.30) (6.54-1-10.1) (7.50-12.3) 1 (8.78-15.8) (9.74-18.4) 1 32 2.17 3 42 4.64 6.21 7.61 9.10 10.7 13.0 14.8 a5.iay (1.17-1.52) (1.92-2.51) (3.02-3.96) (3.97-5.30) (5.28-7.48) (8.32-9.35) (7.38-11.5) 1 (8.47-13.9) 1 (9.90-17.5) (11.0-20.8) 1.39 2.32 3.71 4.85 6.78 8.34 10.0 11.8 14.3 16.4 60day (1.23-1.60) (2.06-2.68) (3.27-4.30) (4.33 5.77) (5.76-8.18) (6.93-10.2) (8.11-12.8) (9.30-15.2) (10.9-19.3) (12.0-22.8) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not j checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 —I— __ M -; aso hRoblr i1:,( `i San Luis Obispo Santa Lom 16 14 c L 12 n a 10 C C g !� i a 6 a, CL q 2 / 0 C C C _C C_ T T T T T T T T T L L L L L !p Ip rp !p rp rp rp rp rp E E E E E rL ui N e a a a _0 a „ a 7 O vl O O N N r+1 r Op O O O n tD r-1 N rn R to Duration A;erage recurrence interval (yearsl — 1 2 5 10 — 25 50 100 200 500 1000 ROsanto 1 Colorado Organ Pipe 'Cactus National Ensenada aep.,t Mnipw' Large scale terrain 1 1 1 1 1 i 1 I 1 I I 1 1 1 J 1 J J 1 } cOj�m M+ssion Hills Classic Club 66 Country Club Ge.e d Ford Or o a° cOj°� Mission Hills Gera:d Faid t%r - Classic Club b4a Country Club - + aye a a cD�ro ' Frei Frank S nava _.• - fain Valley -u Country Club Com Fc'Ar' Indian Ric Ha es, Country C Rarcho Mil age c> t•ed 1•Iar-g Di r- Ili Indian Wells • 't ram/ ✓� i� • � f� H 5 Gol r Berm ida c..s y lei pinP9 � � �.��natopfiar Cprwr� Indian Wells a: lennis Garden n ' I11 Iil Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hvdrolouic Development 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions(ZDnoaa.gov Disclaimer 1 1 1 1 1 1 I I I I I I I ro m O En Ln .D m O C 0 0 �m Q 19 C. to ^ m N co p G WCL o fp ` 0 � L C Q OD (71 O V O N CI) M nj a u Q r-1 rV O J O f0 QJ O t1I N JO it0 V Z C N r 0 ' N In UO C C w '�0 C C L=u N N N L 4: CO �r9 UI r0 We v0 to = U pq o N n E v v ro r0 O E N 0 �Q 20 U a U o C7 $ f a A. y C > ro � CL tn Q .0 o ^1 u V Ln ru ro w 0. :„ O E V rD Ln r0 c O O c 0O 0) C: ru m O 0)C �o a� a-0 E> w N O O ro :30 — o ry m � �vN ao oNa�� ro m �+ E irp W rm} w4E C-0rO ON a� mo cac c_rn N ro 0 Q c moc ; z Q) mLn 0 r C yi rn Ol � co:a �Q� :n' V E� O ro O rn a ro >, rn ro 0_ Lnp u �ro E —c m rnEon uE L OV 01 Ol to 1 C C Qr AWL r0 ' a E V_L O O L rnv E0 +-� Q7 Q7 0 Ln r0 .> tmnC rOC NOc N� �+ N th N N O LQ)L La > F— � E 41 TL E !O O N Q1 VT) L~ a L N w4- z C r N Q) �� EE Vl o`er o� o ro 4, 01 Nay c d CQ) ro D E. >, c c 7 c +' ro fn �� >-'a7 WO I Kimley»>Horn 1 1 I IAppendix B — AES Results for Existing Conditions (10-Year) 1 1 1 1 1 1 1 1 II M M * II I II I II a E II M M * W H G, 11 O O * ❑ I II a OU N II O O W * 1 II i II r M II ❑ z a x --• II o (D+ m .v O m m z O U 3 W E, E+ ❑ E,II 54 II (D CD O * I II o r OZ IH w cZ 3 E-f-1 -- II N N E m * O I V II CDm D E-U O O D 3 II �- \ * o I V II un O RC G G+ a (7 E * I V II u 44 o \ w c4 W E II * * o I V II x 1x z a ca x II O O E- * I m ll U O O O H w C9 E A Gu z * I H II o II z 44 E h1 a D H 44 II -P `-' rt; * I U) II N o W H uO E,U W II o O a. x* * I >+ II co > -- o ❑ C7 < ❑ x II a) O E * 1 a II *• O >% N m W z z W ❑ W * W I < II * O w D E, v1 Ea H H a Co OZ a * ❑ I z II r-, H U U H D ❑ CQ a •• I II CD CD 3 W H * O U U) O w x D a ?L >+ II N N •• E O E a * z I II a W z z m O O O a a rC o o m W H 11 < * I II O C7 z 0 W II W U U U r.� r.� 3 II E W G-i W >1* O I W II Cu z II O H E D U Gu a II O o z r*+ aJ a s a) r.Q II z x Er� rt;H >r.� U O Rw m I W II ❑ m m r.�o ro -� E * o I I P] D II DaUE II < W < EZ F 00 D r.� EZ IZ > D I m W z W O E a' D II H II H O .--4 O w o N E t-I ro r D N E W * * o I m II rt; 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Oa zz rt; W zUN�no U F E U a a§ v II inW O H W w II aUA0 a zEl 11 zwo�"'w z��yya II a.a Cu A OZ INM II FzzHE,< UaE 11 11090oFw mz II # ❑ • # U) U) M # U) H # # CO # x # # # cn W # # H w a # # D # 1-4 �> ° # U W # # E D # # # ❑ W D E # # F * H * z rt; F W CD W # z £ Iz-I .D-1 z f+❑ W # z a °U E. rL O W F * UU) z + Gr4 # w a H # O a F F + W a # w a # E O # O D # H Ga # a w C7 a z m a `� ❑ H a a P. O OHS E 4 W # a a # H D H a * D 3 W * W O F Ga 3 HW Ow z # U U # V G # # a F # # a z IU)-I W z FC .w7 # # El E- # # z �. w H z z m * c o # ## H O S E 3 ## a U # ## % O ## # # O a # # I Kimley)»Horn i Appendix C — AES Results for Proposed Conditions (10-Year) �J 1 N a 1° II N N IIH H II O O II H H II M M II o 0 II o 0 II o O II N N II II O O II o 0 II W W II O O 0 0 II II m m II f-1 H IIo 0 II o 0 1 II II o 0 o M II N N O O o m M V) II o 0 H H N H O O II II u o 0 * no m l0. 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C 10-YR, 3-HR VOLUME A-1 0.17 0.11 75 A-2 0.96 0.89 3412 2,349 gal/hour A-3 0.04 1 160 0.09 cfs A-4 0.15 1 599 A-5 0.26 1 1038 56,370 gal/day BASIN A (ALDI) 1.58 84% 5,283 7,536 cu-ft/day 1 I GALLONS 39,518 Factor of Safety 2 Drawdown Time 14 Watershed Basin A - Disposal Rate at 55' depth Number of Drywells 1 Underground Storage 86 linear feet of 96" CMP 1 In-n-Out (cubic feet) BASIN AREA (Ac.) C 10-YR, 3-HR VOLUME B-1 0.11 0.11 48 B-2 0.27 0.11 119 1,400 gal/hour B-3 0.18 0.89 640 0.05 cfs B-4 0.71 0.89 2523 BASIN B (INO) 1.27 66% 3,330 33,600 gal/day GALLONS 24,907 4,492 cu-ft/day Factor of Safety 2 Drawdown Time 15 Watershed Basin B - Disposal Rate at 55' depth Number of Drywells 1 Underground Storage 55 linear feet of 96" CMP Retail +Aldi (south) (cubic feet) BASIN AREA (Ac.) C 10-YR, 3-HR VOLUME C-1 0.22 0.11 97 C-2 0.19 0.89 675 762 gal/hour C-3 0.03 1 120 0.03 cfs C-4 0.49 0.89 1741 C-5 0.12 0.11 53 18,290 gal/day BASIN C (RETAIL) 1.05 64% 2,686 2,445 cu-ft/day GALLONS 20,089 Factor of Safety 2 J Drawdown Time 23 Watershed Basin C - Disposal Rate at 45' depth Number of Drywells Underground Storage 1 47 linear feet of 96" CMP Volume of Dry Well Basins A & B Volume of Dry Well Basin C t ` Radius (ft) 2 Radius (ft) 2 1 depth 0 - 22' 22 depth 0 - 22' 22 Volume 276 cu ft Volume 276 cu ft 55 2068 gallons 45 2068 gallons depth 22' to ?? 276 cu-ft depth 22' to ?? 226 cu-ft w/ 40% voids 2068 gallons w/ 40% voids 1692 gallons Total Volume 553 cu-ft Total Volume 503 cu-ft 1 4136 gallons 3760 gallons 1 1 1 35,000 30,000 1 25,000 I20,000 ---- 15,000 i10,000 5,000 OUTFLOW 10-YR, 3-HR VOLUME Aldi (north) 39,518 CHECKSUM 32,472 GALLONS OF DETENTION NEEDED 4,341 CU-FT OF DETENTION NEEDED 2349 OUTFLOW GAL/HOUR 196 OUTFLOW GAL/TIME STEP 14 HOURS OF DRAWDOWN AFTER STORM 8 96 diameter CMP 50 wetted area per cross-section 86 total linear feet 1 barrels 86 linear feet per barrel 39,518 STORM VOLUME 5,283 STORM VOLUME 1.58 Watershed Area 5-MINUTE TIMESTEP GALLONS CU-FT —Seriesl —Series2 STORAGE 1 1 I % DISTRIBUTION INFLOW OUTFLOW EXCESS VOLUME CUMULATIVE VOLUME 1 0 - 0 0 2 1.3 S14 196 318 318 3 1.3 514 196 318 636 4 1.1 435 196 239 875 5 1.5 593 196 397 1,272 6 1.5 593 196 397 1,669 7 1.8 711 196 516 2,185 8 1.5 593 196 397 2,582 9 1.8 711 196 516 3,097 10 1.8 711 196 516 3,613 11 1.5 593 196 397 4,010 12 1.6 632 196 437 4,446 13 1.8 711 196 516 4,962 14 2.2 869 196 674 5,636 15 2.2 869 196 674 6,309 16 2.2 869 196 674 6,983 17 2 790 196 595 7,578 18 2.6 1,027 196 832 8,409 19 2.7 1,067 196 871 9,281 20 2.4 948 196 753 10,033 21 2.7 1,067 196 871 10,905 22 3.3 1,304 196 1,108 12,013 23 3.1 1,225 196 1,029 13,042 24 2.9 1,146 196 950 13,993 25 3 1,186 196 990 14,982 26 3.1 1,225 196 1,029 16,012 27 4.2 11660 196 1,464 17,476 28 5 1,976 196 1,780 19,256 29 3.5 1,383 196 1,187 20,443 30 6.8 21687 196 2,491 22,935 31 7.3 2,885 196 2,689 25,624 32 8.2 3,240 196 3,045 28,669 33 5.9 21332 196 2,136 30,804 34 2 790 196 595 31,399 35 1.8 711 196 516 31,915 36 1.8 711 196 516 32,430 37 0.6 237 196 41 32,472 I 10-YR, 3-HR VOLUME In-n-Out 24,907 CHECKSUM 20,707 GALLONS OF DETENTION NEEDED 2,768 CU-FT OF DETENTION NEEDED 1400 OUTFLOW GAL/HOUR 117 OUTFLOW GAL/TIME STEP 15 HOURS OF DRAWDOWN AFTER STORM 8 96 diameter CMP 50 wetted area per cross-section 55 total linear feet 1 barrels 55 linear feet per barrel 25,000 20,000 15,000 i 10,000 5,000 OUTFLOW 24,907 STORM VOLUME 3,330 STORM VOLUME 1.27 Watershed Area 5-MINUTE TIMESTEP _r GALLONS CU-FT —Seriesl —Series2 STORAGE 1 1 1 1 1 1 I I I % DISTRIBUTION INFLOW OUTFLOW EXCESS VOLUME CUMULATIVE VOLUME 1 0 - 0 0 2 1.3 324 117 207 207 3 1.3 324 117 207 414 4 1.1 274 117 157 572 5 1.5 374 117 257 828 6 1.5 374 117 257 1,085 7 1.8 448 117 332 1,417 8 1.5 374 117 257 1,674 9 1.8 448 117 332 2,006 10 1.8 448 117 332 2,337 11 1.5 374 117 257 2,594 12 1.6 399 117 282 2,876 13 1.8 448 117 332 3,208 14 2.2 548 117 431 3,639 15 2.2 548 117 431 4,070 16 2.2 548 117 431 4,502 17 2 498 117 381 4,883 18 2.6 648 117 531 5,414 19 2.7 672 117 556 5,970 20 2.4 598 117 481 6,451 21 2.7 672 117 556 7,007 22 3.3 822 117 705 7,712 23 3.1 772 117 655 8,367 24 2.9 722 117 606 8,973 25 3 747 117 631 9,603 26 3.1 772 117 655 10,259 27 4.2 1,046 117 929 11,188 28 5 1,245 117 1,129 12,317 29 3.5 872 117 755 13,072 30 6.8 1,694 117 1,577 14,649 31 7.3 1,818 117 1,702 16,351 32 8.2 2,042 117 1,926 18,276 33 5.9 1,469 117 1,353 19,629 34 2 498 117 381 20,011 35 1.8 448 117 332 20,342 36 1.8 448 117 332 20,674 37 0.6 149 117 33 20,707 1 1 1 20,000 18,000 16,000 2,000 OUTFLOW 30-YR, 3-HR VOLUME Retail +Aldi (south) 20,089 CHECKSUM 17,803 GALLONS OF DETENTION NEEDED 2,380 CU-FT OF DETENTION NEEDED 762 OUTFLOW GAL/HOUR 64 OUTFLOW GAL/TIME STEP 23 HOURS OF DRAWDOWN AFTER STORM 8 96 diameter CMP 50 wetted area per cross-section 47 total linear feet 1 barrels 47 linear feet per barrel 20,089 STORM VOLUME 2,686 STORM VOLUME 1.05 Watershed Area 5-MINUTE TIMESTEP GALLONS CU-FT —Seriesl —Series2 STORAGE 1 I 0 I I DISTRIBUTION INFLOW OUTFLOW EXCESS VOLUME CUMULATIVE VOLUME 1 0 - 0 0 2 1.3 261 64 198 198 3 1.3 261 64 198 395 4 1.1 221 64 157 553 5 1.5 301 64 238 791 6 1.5 301 64 238 1,028 7 1.8 362 64 298 1,327 8 1.5 301 64 238 1,564 9 1.8 362 64 298 1,862 10 1.8 362 64 298 2,161 11 1.5 301 64 238 2,398 12 1.6 321 64 258 2,656 13 1.8 362 64 298 2,954 14 2.2 442 64 378 3,333 15 2.2 442 64 378 3,711 16 2.2 442 64 378 4,090 17 2 402 64 338 4,428 18 2.6 522 64 459 4,887 19 2.7 542 64 479 5,366 20 2.4 482 64 419 5,784 21 2.7 542 64 479 6,263 22 3.3 663 64 599 6,863 23 3.1 623 64 559 7,422 24 2.9 583 64 519 7,941 25 3 603 64 539 8,480 26 3.1 623 64 559 9,039 27 4.2 844 64 780 9,820 28 5 1,004 64 941 10,761 29 3.5 703 64 640 11,400 30 6.8 1,366 64 1,303 12,703 31 7.3 1,466 64 1,403 14,106 32 8.2 1,647 64 1,584 15,690 33 5.9 1,185 64 1,122 16,811 34 2 402 64 338 17,150 35 1.8 362 64 298 17,448 36 1.8 362 64 298 17,746 37 0.6 121 64 57 17,803 I 1 1 1 1 1 1 1 1 I I I 1 I I z w U w 0— z Q z L cr O ' v I cr O N OR zo ^ O N O m P 1 1 n n h 0 a N a n P P a 1 n n N N N 1 1 1 n N n I n N n n n N n N n N n N N N N N N N • • • • • • • • • • • • • • • • • 1¢ N N N N n n N N N N N N N N^^ N W .+ n 0 Ir POrNn INOh m PO^Nn ♦ N aP mPo..Nn ♦ Na hmPo rNn IN ar-mPo.+Nn IN a •• 6 I N N N N N N N N N N a a 0 a a 0 a 0 a a F M M •� M M h M h •- m m m O m m m m m m P P P P P O P •- W Q � Q � zo -• o Z r oW O nn WZ V i Z O w 1 ¢ N W .• p f � o ¢ O ^a z o zo 1 ¢ ' M N QW 0 Wo =w w¢ RCFC a W HYDROLOGY JM N n m •+ m P m O n N O n m 1 a N a P n N + o P m •.^^NNNnlamfho jom^^.-.r.. ,.. • • •••^••^'••+r.-.NNNnnnanlnnNNalNNan r • • . • • • • • . . . . n n a ............ .l. . m a. m m P P o ^ N n N N O- P o^ N N N o o P P h m ^Nna NaPm Po..Nna N h m Po.+Nn1 Nah m Po rNna N ar- mPo rNn a::1'-m -.^'•..-+-..-.^-•-.NNNNNNNNNNnnnnnnnnnnaaaaa a1 ^^ N N N N N N N N N n n n a 1 N -� •.•. oo^NnlNano powNnaN a•-coo^N a N N N N N N N N N N a a a a a a a a a a n r r- ncmoaa^ ^NNNNNNNNNnnnaaN<O.-^^ .. Nn N as as ar-r-mmmo0 �.N YIm ON•fIPNNO••I- ^nm ^N - --- ^^^^^^^^^^^ c a o a % ....% m. m. m. . . m m m m m m m m m P m P P P P O P P 0 + N n a a N N a a . . . . . . . . . . . . . • . • • . . . . . . . . . . . . . . . . . . Nn1 N On m PO .•N na NalmPo..N n1 NahmP O.•Nn a NO•-O P o•+Nn INaM m ^^^^^^^^^^ N N N N N N N N N N n n ••I n n n n n n n a a 1 a a 1 a a 1 N O P a P n N P m^ P a n 0^ N n a N a a •- m P N h a a a s nnn a aNn.-a P nN^^m a nn^YI YImNOmNamNNNO a•- I r n^p O.+NONmnNP 0m m a ^^^^^^^^^^ + N N N N N N N N n n N n n a N n a •- m N N^^ C D RAINFA A NUAL I lKi PLATE E- 5.9 1 1 Kimley>»Horn 1 1 1 I IAppendix E — Percolation Report 1 ACM La Quinta IV-B LLC c/o The Magellan Group, Inc. 1800 Avenue of the Stars, Suite 105 Los Angeles, California 90067 Evaluation of Drywell Percolation Rates Proposed Retail Development SWC Highway 111 & Simon Drive La Quinta, California August 25, 2014 Submitted By: Earth Systems Southwest 79811B Country Club Drive Bermuda Dunes, California 92203 © 2014 Earth Systems Southwest Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest. File No.: 12287-01 Doc. No.: 14-08-742 1 r9.1.), Earth Systems 1i Southwest August 25, 2014 ACM La Quinta IV-B LLC c/o The Magellan Group, Inc. 1800 Avenue of the Stars, Suite 105 Los Angeles, California 90067 Attention: Mr. Billy Yeung Subject: Evaluation of Drywell Percolation Rates Project: Proposed Retail Development Southwest Corner of Highway 111 and Simon Drive La Quinta, California 79-811B Country Club Drive Bermuda Dunes, CA 92203 (760)345-1588 (800) 924-7015 FAX (760) 345-7315 File No.: 12287-01 Doc. No.: 14-08-742 1 Earth Systems Southwest [Earth Systems] is pleased to submit this report concerning our evaluation of drywell percolation rates at the site referenced above. This project was performed at the request of the client to evaluate the anticipated performance of drywells proposed to be installed at the site. Note that the limitations presented at the end of this document are vital to understanding the applicability of the results. t We appreciated the opportunity to assist you with this matter. If we can be of further service, J please contact us at your convenience at (760) 345-1588. 1 Sincerely, EARTH SYSTEMS SOUTHWEST GM STORMO ��Nl CERTIFIED Scot A. Stormo, PG 4826, CHG 204 HYDROGEOLOGIST r Associate Hydrogeologist ci�� RGa846._a/ sas/kp Distribution: 1/Client, via email I1/13D File IEARTH SYSTEMS SOUTHWEST August 25, 2014 TABLE OF CONTENTS File No.: 12287-01 Doc. No.: 14-08-742 1.0 Introduction................................................................................................................. 1 2.0 Purpose, Scope of Work and Methods......................................................................... 1 3.0 Findings........................................................................................................................4 3.1 Soil Types................................................................................................................ 4 3.2 Conductivity [K] Evaluation..................................................................................... 4 3.3 Drywell Evaluation.................................................................................................. 4 4.0 Sensitivity Evaluation................................................................................................... 6 5.0 Conclusions and Recommendations............................................................................. 7 5.1 Capacity...................................................................................................................8 5.2 Design......................................................................................................................8 5.3 Other Considerations.............................................................................................. 9 6.0 Limitations.................................................................................................................10 References Appendix A - Figures and Tables Appendix B - Boring Logs, Photos, Lab Data and SizePerm Printouts EARTH SYSTEMS SOUTHWEST 1 August 25, 2014 - 1- File No.: 12287-01 1 Doc. No.: 14-08-742 1.0 Introduction Earth Systems Southwest [Earth Systems] is pleased to present this report concerning an 1 evaluation of water percolation rates in drywells proposed to be installed at the site. The site consists of a proposed commercial development on the southwest corner of Highway 111 and Simon Way in La Quinta, California. We understand that the drywells will be used to assist in the percolation of storm water, with the goal of percolating a 10-year storm event in 2 days or less. Figures depicting the site location and proposed layout are presented in Appendix A. 1 I This evaluation was particularly interested in the presence of sandy soils classified as SP (sand), SP-SM (sand with silt) or GP (gravel) in the Unified Soil Classification System [USCS]. These soil types are defined as having less than 12 percent "fines" (silt and clay -size particles), which coincides with the amount of fines at which percolation rates become reasonably fast. For the purposes of this report, SP, SP-SM, and GP layers are referred to as "sandy." Soils with more than 12 percent fines (SM = silty sand; ML = silt; CL = clay; and GM = silty gravel on the USCS) are referred to as "fine grained" or "silty." 2.0 Purpose, Scope of Work and Methods The purpose of this project is to evaluate geologic conditions with respect to the subsurface disposal of "clean" water, specifically as it relates to the use of drywells. "Clean" water refers to water free of significant dissolved or suspended oil, chemicals, sediments or debris. This report is not applicable to sewage or "grey" water disposal. The scope of work and methods are summarized below. 1. Two exploratory borings (DW-1 and DW-2) were drilled to a depth of about 60 feet to identify the vertical distribution of soil types conducive to subsurface water disposal. The boring locations were selected to coincide with the anticipated locations of the drywells, though we understand that the proposed drywell locations have been moved. The borings were drilled on August 4, 2014, using a hollow -stem -auger drilling rig. Soil samples were collected at nominal 2-foot intervals using an SPT split -spoon sampler. The sampler was not equipped with rings to allow unobstructed observation of soil distributions. Samples of selected materials were retained in plastic baggies for potential laboratory analysis, with care being taken to avoid comingling soils from different layers. Each interval was photographed and logs of the borings were prepared to document the vertical distribution of soil types. The logs and selected photos are presented in Appendix B. 2. Thirteen soil samples were tested in the laboratory for grain size distribution in general accordance with ASTM C-136-06. The testing focused on sandy layers that appeared capable of percolating water, and included samples from each of the thicker sandy intervals. EARTH SYSTEMS SOUTHWEST August 25, 2014 -2- File No.: 12287-01 Doc. No.: 14-08-742 3. The sieve analyses were used to estimate the hydraulic conductivity [K] of the tested soils. The grain size distribution has empirically been found to be an indicator of the conductivity of a soil, as originally described by Hazen (Hazen, Allen, 1893). The Hazen formula is still the most widely recognized method of its type but other equations have also been published (see Kasenow 2010 for an in depth discussion of twelve methods, and Vukovich and Soro, 1992, for a comparison of these methods to K values derived with pumping tests). Most of the formulas are based on the grain -size diameter of the smallest 10 percent of the material (referred to as the D10) but some formulas use the D17 or D20, the D60 to evaluate uniformity, and the relative compaction. For this evaluation, K values were obtained with the aid of the computer program SizePerm developed by EasySolve Softwear LLC in 1998. The program calculates K values using equations from ten different authors along with the uniformity [n] of the soil (defined as the D60/D10). For this project, the Beyer method appeared to be the most applicable (Dlo ranging from 0.06 to 0.6 mm and n between 1 and 20) and was used consistently for all intervals. An advantage of the Beyer method is that relative compaction is not a variable, reducing the need for manual estimations. The program output for each sample is presented in Appendix B. 4. Observations of soil distributions and the results of the SizePerm analysis were used to develop hypothetical water percolation rates for each sandy interval identified in the borings. The water percolation evaluation considers the thickness of each sandy interval, the depth of each sandy interval below the water inlet (head = i), the drywell radius (R = 2 feet), and the radius of influence of the percolating water (Ro, which is a function of K and i). For this project, the most conservative flow regime was used, where each interval was assumed to be bound by upper and lower confining layers that were impervious, so that the flow rate is described by the equation for a confined aquifer around a point source/sink: Q= Kbi / 528 Log (Ro/R) (Driscoll, 1995) Where; Q= Flow in gallons per minute K = Hydraulic Conductivity in gallons per square foot per day i = Head in feet b = Thickness of interval in feet Ro = Radius of influence in feet R = Radius of drywell in feet The value for Ro is=3i*(k^0.5) (from NAVFAC P-418), with k in 10-4 cm/sec and i in feet. These formulae have been incorporated into a spreadsheet, presented as Table 1. 5. The cumulative percolation rate in a drywell installed to various depths was evaluated by importing the Q obtained for each sandy interval into tables that include consideration of impermeable interbeds (Tables 2 and 3). If distinct interbeds of clay or EARTH SYSTEMS SOUTHWEST August 25, 2014 -3- File No.: 12287-01 Doc. No.: 14-08-742 silt are present within a sandy interval, the Q is reduced by the percentage of each interval comprised of interbedded clay or silt layers (referred to as the Clay/Silt Modified). For this site, clay and silt interbeds were not present, so the Clay/Silt Modifier was 0% for all intervals. The cumulative rate assumes that water will percolate into each of the soil layers above that interval. This evaluation assumed a Maxwell -style drywell design would be installed, including the following: o Upper portion consists of concrete chamber with sediment filtration system. o Lower portion backfilled with gravel or sand that is much more permeable than surrounding soil. o Filter fabric between the soil and gravel/sand backfill. o No impermeable barrier between soil and drywell backfill. o Diameter of deep boring, 4 feet. o Depth of inlet to deep part of drywell (below current ground surface), 5 feet. o Head at bottom of each drywell interval is the depth to bottom of interval minus the inlet depth. o Head used for percolation rates is the head at bottom of interval minus % thickness of the interval. 6. The cumulative percolation rates were compared to the hypothetical storm events the drywells are intended to percolate to estimate the number of days it would take to percolate the target quantity of water using a drywell installed to the indicated depths. At the time of this evaluation, the site was divided into three hydrologic areas (A, B and C) for water control purposes, each with a proposed drywell. The borings drilled as part of this evaluation were not located in close proximity to the currently proposed drywell locations, so the comparison values in Tables 2 and 3 is the maximum volume of water in the three hydrologic areas for both the 10-year and 100-year storm events. 7. The sensitivity of this method to the inherent uncertainties was evaluated and is discussed in Section 4.0. The results of this evaluation are summarized in Tables 1, 2 and 3. The last two tables provide information on the observed layering in the left columns, information on the estimated K values and hypothetical percolation rates in the center columns, and the cumulative percolation capacity estimates in the right columns. EARTH SYSTEMS SOUTHWEST August 25, 2014 - 4 - File No.: 12287-01 Doc. No.: 14-08-742 3.0 Findings 3.1 Soil Types Soils encountered in the borings consisted of interbedded sand, silt and clay layers. In both borings, fine grained soils were predominant from the surface to a depth of about 22 feet. From 22 to 27 feet, sandy soils classified as SP-SM were present and interbedded with silty soils. Fine-grained soils were again dominant from the base of the upper sandy layer to about 36 (DW-1) to 40 feet (DW-2). Another layer of sandy soil with interbedded silts was present from 36 to 55 feet in boring DW-1, and from 40 to 44 feet in boring DW-2. Each layer of sandy material is considered individually in Tables 2 and 3, and therefore the Clay/Silt modifier is 0%. The sandy layers were predominantly fine-grained, well sorted sands that appear to be aeolian in origin. One cobble was encounter at a depth of 28 feet in DW-2, indicating a high-energy fluvial deposit, but the cobble plugged the sampler and prevented the remainder of the soil from that depth to be evaluated. A sieve analysis of the material from that interval was performed but was discarded as unreliable. A comparison to the other two deep borings drilled onsite as part of the geotechnical report (13- 1 and B-3) found sandy intervals in B-1 from 25 to 30 feet and from 35 to 50 feet, and in B-3 from 20 to 35 feet and from 40 to 50 feet (the maximum depth explored). Therefore, the sandy layers tested from DW-1 and DW-2 appear to be relatively continuous across the site. 3.2 Conductivity [K] Evaluation For the purposes of this evaluation, the sandy layers in DW-1 were divided into eight intervals and in DW-2 they were divided into four intervals, corresponding to the samples on which sieve analyses were performed (note that one interval in DW-2 had two samples analyzed). Interval 3 in DW-1 and interval 1 in DW-2 were actually silt (shown in the tables for comparison purposes), but the other layers were similar to each other with K values ranging from a low of 5.87 x 10-3 cm/sec to 9.10 x 10-3 cm/sec (average 7.0 x 10-3 cm/sec) in DW-1 and 1.86 x 10-3 cm/sec to 7.29 x 10-3 cm/sec (average 5.4 x 10-3 cm/sec) in DW-2. This is a fairly narrow range for K values, considering that natural materials can differ by 10 orders of magnitude. Print-outs of the sieve analyses and the SizePerm program are presented in Appendix B. 3.3 Drywell Evaluation The drywell evaluation focused on the hypothetical percolation capacity under ideal conditions of the sandy intervals discussed. The results of this evaluation, not including a factor of safety, are summarized by location in Tables 2 and 3 and discussed below. EARTH SYSTEMS SOUTHWEST August 25, 2014 -5- File No.: 12287-01 Doc. No.: 14-08-742 3.1.1 DW-1 In DW-1, the soil layers were divided into eight intervals for the purposes of this evaluation, coinciding with the number of grain -size analyses performed. Interbedded fine-grained soils were present to a depth of 22 feet, so the sandy intervals evaluated were as follows: Interval 1— 22 to 25.5 feet Interval 2 — 26.5 to 27.5 feet Interval 3 — 27.5 to 31.5 feet (SM soil, included here mostly for comparison purposes) Interval 4 — 36 to 40 feet Interval 5 — 40 to 44.5 feet Interval 6 — 46.5 to 49.5 feet Interval 7 — 51 to 53 feet Interval 8 — 54 to 55 feet These intervals, except interval 3, were SP-SM soil types with silt concentrations between 5 and 12 percent. For a drywell installed to less than 36 feet (intervals 1 through 3), the cumulative hypothetical percolation rate totals less than 15,000 gpd and would require 5 days to percolate a 10-year storm event. Intervals 4 and 5 are basically a continuous SP-SM layer from 36 to 44.5 feet, and the cumulative hypothetical percolation rate for a drywell installed to 45 feet exceeds 70,000 gpd and is estimated to percolate a 10-year event in about 1 day. Intervals 6 and 7 are also anticipated to be able to percolate a reasonable amount of water, while interval 8 is about one-third the rate of intervals 6 or 7. The hypothetical percolation rate for a drywell installed to 55 feet totals over 100,000 gpd and would percolate at 10-year storm event in less than a day. Note that these values do not contain a factor of safety. Soils from 55 to 60 feet (the total depth explored) did not appear to be able to percolate an appreciable amount of water. 3.1.2 DW-2 In DW-2, the sandy intervals were thinner and less frequent than in DW-1, so the soil layers were divided into four intervals for the purposes of this evaluation. The deepest interval had two grain -size analyses while the others each had one. Interval 1 was an SM soil with a very low percolation rate. Sandy soils started at a depth of 22.5 feet so the intervals anticipated to percolate a reasonable amount of water were as follows: Interval 2 — 22.5 to 23.5 feet Interval 3 — 27 to 30 feet Interval 4 — 40 to 44.5 feet The cumulative hypothetical percolation rate for intervals 2 and 3 totals about 7,500 gpd, which is fairly low. We estimate it would take almost 10 days to percolate a 10-year storm event with EARTH SYSTEMS SOUTHWEST August 25, 2014 - 6 - File No.: 12287-01 Doc. No.: 14-08-742 a drywell installed to only 30 feet. The hypothetical percolation rate of interval 4 is almost 30,000 gpd, and the cumulative hypothetical percolation rate for a drywell installed to 44.5 feet is over 35,000 gpd, which we estimate would percolate a 10-year storm event in 2 days. Note that these values do not contain a factor of safety. Soils below 44.5 feet did not appear to be conducive to storm water percolation. 4.0 Sensitivity Evaluation The potential for bias was evaluated by considering the obvious sources of potential error, as discussed below. 1. This evaluation is based on empirically derived relationships between grain -size distributions and hydraulic conductivity. Those relationships were derived using engineered soils of a known composition that had been mixed together for that purpose. The natural world is highly variable, and it is likely that the grain -size distribution will vary over short distances both vertically and laterally (particularly in fluvial sediments, but less so in aeolian deposits). The K value is based on the D10 of the soil, not the average grain size, and therefore the inclusion of thin silt interbeds into the grain size analyses will substantially lower the K value derived from that sieve analysis. For example, if a well sorted medium sand with a K of 1x10-1 cm/sec was combined with a silt layer 10% its' thickness, the calculated K for the entire interval would be 5x10-3, a reduction of 95%. Since some variability is undoubtedly present, the K values derived from a sample interval will be biased to underestimate the K values of any well sorted layers within the sample intervals. Since the K values are based on the square of the effective diameter, this bias can be significant if dissimilar soil types are combined in the sieve analyses. The net effect is for the K values of mixed soils to be too low, which will results in a Q that underestimates the actual percolation rate for the entire interval. The magnitude of this error could be significant if the soils are heterogeneous within the scale of the sampling interval. This results in a low bias that could be significant. 2. The hypothetical percolation rates assume the drywell would operate ideally with no plugging of the soil pores during or after drywell installation. Some plugging is likely, but the degree to which this will affect flow rates is unknown. This results in the Q value being too high by the degree to which plugging will occur. This results in a high bias that could be significant depending on how the drywell is constructed and maintained. 3. The silt and clay layers are assumed to have percolation capacities of 0. While low, the rate will be somewhat higher than 0 and may be appreciable if thin sandy layers are present in the silty intervals. This results in a low bias that is not likely to be significant. 4. At this site, samples were collected every 2 feet using an 18-inch sampler resulting in the observation of a maximum of only 75% of the soil horizons. Layers between the EARTH SYSTEMS SOUTHWEST August 25, 2014 - 7 - File No.: 12287-01 Doc. No.: 14-08-742 sampled intervals are assumed to be a continuation of the soil above or below the sampled interval, but could be either sandier or siltier than the layers that were observed. This results in an uncertainty of 25% regarding the actual soils present, but it is unlikely the error would be in only one direction. Given that the K value of the most conducive sandy layer is 500% of the least conducive sandy interval, 25% uncertainty in the layering is within the degree of error for other components of the evaluation. This may result in a high or low bias, but is not considered significant. 5. The sandy intervals are assumed to be laterally continuous and extensive enough to store the flow from a 10-year storm event. As observed from the two borings on the site, the layering is not uniform across the site but was similar to a reasonable degree. In other portions of the site, the sandy intervals may be more or less frequent than observed at DW-1 and DW-2. The significance of this will be related to whether the sandy intervals are large enough to store the flow from a design storm event. For this site, the design storm event is only 142,000 gallons per drywell, which is about 19,000 cubic feet of water. The porosity of sandy soils ranges from 26 to 45 percent, depending on the sorting (with better sorting resulting in higher porosity). Using a porosity of 33%, 19,000 cubic feet of water would occupy the pose space of 57,000 cubic feet of soil. The thickness of the sandy layers in DW-1 totaled 19 feet while in DW-2 they totaled 8.5 feet. For DW-1, 57,000 cubic feet of soil would extent to a radius of 30 feet while in DW-2, 57,000 cubic feet would extent to a radius of 46 feet. The continuity of the sandy intervals to these radii appears reasonable. This is not considered to be a bias for the evaluation. 6. The silt and clay intervals that surround the sandy intervals might prevent the water from draining between storm events. However, once the water is stored in the sandy intervals, the surface area available for further percolation is quite large. For example, if the saturated zone extends outward to a distance of 30 feet, the surface area for percolation totals over 2,800 square feet, which is 100 times the surface area (at the radii of the drywell) of a layer 2.2 feet thick. Therefore, as the water spreads out, the surface area for percolation increases dramatically, and the presence of the confining layers becomes less significant. This is not considered a significant bias for the evaluation. 7. Water from one storm event may still be in the soil surrounding the drywell when another storm even occurs. This is not considered an issue because the flow rates were based on saturated conditions. This would negatively affect the flow rate only if the sandy intervals are much less extensive than anticipated. 5.0 Conclusions and Recommendations Based on the results of this evaluation, our conclusions and recommendations are summarized below. EARTH SYSTEMS SOUTHWEST August 25, 2014 - 8 - File No.: 12287-01 Doc. No.: 14-08-742 5.1 Capacity Soil conditions at the site consist of interbedded silts and sands with minor amounts of clay. The sandy intervals appear to be wind -blow aeolian deposits that are very well sorted and contain 5 to 12 percent silt interbedded with silty sand and silt layers. • At DW-1, percolating a 10-year storm event in 2 days will require a drywell installed to a depth of at least 40 feet. If a drywell is installed to 55 feet, percolating a 10-year storm event may be possible in 2/3 of a day. Note that this rate does not include a factor of safety. If the factor of safety used as this location is 3 or less, one drywell appears to be capable of percolating the design storm event. As discussed below, the factor of safety is related to how comprehensively the water is filtered before reaching the drywell, so a comprehensive filtration system may pay for itself in reduced drywell costs. • At DW-2, percolating a 10-year storm event in 2 days will require a drywell installed to a depth of 44.5 feet. Installing a deeper drywell is not likely to increase the rate unless it extends beyond 60 feet and encounters sandy soils located beyond the maximum depth of this evaluation. Note that this rate does not include a factor of safety. With a factor of safety added, one drywell will not be adequate at this location. The capacities identified in this evaluation are hypothetical and apply to the locations evaluated. We understand that the drywells may actually be installed in other portions of the site. Sandy layers were found in both borings between 22 and 44 feet, and at similar depths in borings B-1 and B-3 from the geotechnical study, which suggest that similar layers may be present in other portions of the site. Given that the quantity of water to be infiltrated is not very large, drywells in other parts of the site may be able to meet the performance criteria. However, the hypothetical percolation capacities did not exceed the design targets by very much, so it may be prudent to confirm the presence of suitable sandy layers before installing a drywell at a particular location. 5.2 Design Drywells are typically constructed by drilling a large boring to the depth of the receiving layer, and backfilling most of that borehole with gravel. Due to the fine-grained nature of the soil at this site, the gravel backfill will likely be invaded by silt and sand from the surrounding soil, which will: (1) reduce the percolation rate of the drywell, and (2) result in settlement around the drywell. We recommend that filter -fabric or a fine-grained backfill material (such as well - sorted medium -grained sand) be used to keep the native soils out of the drywell backfill. If a fine-grained backfill is used, the specifications for the grain -size distribution should be based on an establish protocol, such as presented in Driscoll's Groundwater and Wells, pages 447 to 448 and 476 to 483 (Driscoll, 1995), or other guidelines as appropriate. EARTH SYSTEMS SOUTHWEST August 25, 2014 - 9 - File No.: 12287-01 Doc. No.: 14-08-742 Typical drywell designs do not allow the level of water in the lower portion of a drywell to be measured, which makes it difficult to evaluate the performance of the drywell over time. If the performance of a drywell needs to be evaluated in the future, or if the drywells are performance tested, it may be valuable to install a small perforated pipe into the gravel at the bottom of the drywell to allow measurement of the water level in the lower part of the drywell. 5.3 Factor of Safety As discussed in Section 4.0, high and low biases are inherent in this evaluation. The values presented in this report are estimates, and we believe the precision of the hypothetical percolation rates is on the order of ±50 percent. While a low bias may result in a slight over - design of the drywell system, a high bias may result in a water disposal system that does not meet the target criteria. Therefore, we recommend that the drywell be over -designed, such as installing the drywell to the deepest sandy interval, even if the target percolation capacity appears achievable with a shallower drywell. While we were careful not to intentionally overestimate the hypothetical percolation rates of the sandy intervals, we do not guarantee that those percolation rates can be achieved in practice. The presence of fine-grained soil particles is the controlling factor, and fine-grained particles can plug the available porosity either during construction or during use. Maintenance of drainage systems and infiltration structures can be the most critical element in determining the success of a design. They must be protected and maintained from sediment -laden water both during and after construction to prevent clogging. The potential for clogging can be reduced by pre -treating inflow in maintainable forebays, biofilters, oil traps, and sedimentation chambers. Sediment, leaves and other debris must be removed from inlets and traps on a regular basis. Since these and other factors will affect the rate of water percolation over the design life of the structure, it is imperative to apply an appropriate factor of safety to lower the hypothetical water percolation rates presented herein. The value of the FOS is a reflection of both (1) the uncertainty of the analysis, and (2) the potential for clogging after the drywell is installed, and should be selected by the project drainage engineer. 1. Testing the performance of the drywell after installation to quantify the uncertainty of the analysis can serve as the basis for selecting an appropriate FOS. This is particularly true if the drywell's ability to meet its performance target is a critical component of the water infiltration system. If performance testing is performed, we recommend a smaller perforated pipe (sounding tube) be added to the design to allow measurement of the water level in the lower part of the drywell. 2. A lower FOS can be justified if a comprehensiveness filtration system is used. With a comprehensive filtration system, including bio-swales and siltation basins, a FOS of 3 EARTH SYSTEMS SOUTHWEST August 25, 2014 - 10 - File No.: 12287-01 Doc. No.: 14-08-742 may be appropriate. Without a filtration system, a FOS of 12 may not be sufficient for long-term reliability. 5.4 Other Considerations The Riverside County Design Handbook for Low Impact Development Best Management Practices (2011) contains design recommendations for storm water infiltration. Dry wells are not included because they are technically classified as a Class V injection well regulated by the US EPA Region 9 (and allowable as a "permit by rule"), but they are similar in function to an Infiltration Trench. The Riverside County set -back requirements for an infiltration trench include having at least a 10 foot separation between the bottom of the trench and historic high groundwater. The presence of groundwater does not limit the hypothetical flow rates presented here because the direction of flow is horizontal, but the depth of the drywell may be limited by a regulatory agency to minimize the potential for groundwater contamination. If a 10-foot limit is used, the maximum drywell depth would be 65 feet because historic high groundwater was 75 feet below the current ground surface. (Note that the US EPA Region 9 does not appear to preclude drywells from being installed into groundwater, but a discussion of the regulatory status of drywells is beyond the scope of this study). Percolation of water into the subsurface may result in other deleterious effects, such as hydro - collapse of susceptible soils. This issues should be evaluated as part of the soil engineering report, but at a minimum we recommend that drywells not be installed so close to a building that the soil under the building will become saturated during a single design storm event (approximately 45 feet at this site). After application of the FOS, a single drywell may not be sufficient for one or more areas. Multiple drywells can be used in each area but should be spaced at least 50 feet apart to minimize interference across the radius of influence. 6.0 Limitations This report has been prepared for the exclusive use of ACM La Quinta IV-B LLC. 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 and may not meet the needs of other users. Any other use of or reliance on the information and opinions contained in this report without the written authorization of Earth Systems is at the sole risk of the user. The results contained in this report are based upon the information acquired during the evaluation. It is possible that variations exist beyond or between points explored during the course of the evaluation, and that changes in conditions can occur in the future due to factors not apparent at the time of the field investigation. Note that the hydraulic conductivity of soil EARTH SYSTEMS SOUTHWEST August 25, 2014 - 11 - File No.: 12287-01 Doc. No.: 14-08-742 is very sensitive to factors that are highly variable over short distances. Therefore, an appropriate factor of safety should be used in applying the results presented herein. This report does not address permitting requirements by the city, county, state or other jurisdiction. This evaluation considered subsurface soil and groundwater conditions present at the site at the time of the study. The influence(s) of post -construction changes to these conditions, such as the addition of other sources of subsurface water, may influence future performance of the proposed project. It should be recognized that definition and evaluation of subsurface conditions are difficult; conclusions and recommendations are based on incomplete knowledge of the subsurface due to the limited data obtained from field studies. The availability and broadening of knowledge and professional standards applicable to engineering services are continually evolving. As such, our services are intended to provide the client with a source of professional advice, opinions and recommendations based on the information obtained within the scope of work at the time the services were performed. If the proposed construction changes, the conclusions and recommendations in this report are not considered valid unless the changes are reviewed and are either modified or approved in writing by Earth Systems. The recommendations provided in this report are based on the assumption that Earth Systems will be retained to provide observation during construction to evaluate our recommendations in relation to the apparent site conditions at that time. If we are not provided with this opportunity, Earth Systems assumes no responsibility for the suitability of our recommendations. In addition, if there are any changes in the field to the plans and specification, the Client must obtain written approval from Earth System' engineer that such changes do not affect our recommendations. Earth Systems should be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implement in the design and specifications. If Earth Systems is not accorded the privilege of making this recommended review, we can assume no responsibility for misinterpretation of our recommendations. The owner or the owner's representative has the responsibility to provide the final plans requiring review to Earth System's attention so that we may perform our review. The services performed by Earth Systems 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. EARTH SYSTEMS SOUTHWEST August 25, 2014 - 12 - File No.: 12287-01 Doc. No.: 14-08-742 REFERENCES Bouwer, Herman, 2002, Artificial Recharge of Groundwater: Hydrogeology and Engineering, Hydrogeology Journal, Volume 10, pages 121-142. Driscoll, Fletcher, D, 1995, Groundwater and Wells, Second Edition, published by Johnson Screens, St. Paul, Minnesota, 55112 EasySolve Software LLC, 1998, SizePerm computer program. Hazen, Allen, 1893, Some Physical Properties of Sand and Gravels, Massachusetts State Board of Health, 24th Annual Report. Kasenow, Michael, 2010, Determination of Hydraulic Conductivity from Grain Size Analysis. Water Resources Publications, LLC, Highlands Ranch, Colorado. NAVFAC, DM 7.1 Soil Mechanics, 1986, Tables 14 and 15 (after Horslev, 1949). NAVFAC P-418, 1983, Dewatering and Groundwater Control, page 4-24. Riverside County Flood Control and Water Conservation District, 2011, Design Handbook for Low Impact Development Best Management Practices. Vokovic, Milan. and Soro, Andjelko., 1992, Determination of Hydraulic Conductivity of Porous Media from Grain Size Distribution. Water Resources Publications, LLC, Highlands Ranch, Colorado. Zanger, Carl, 1953, Theory and Problems of Water Percolation, Engineering Monographs No. 8, US Bureau of Reclamation. EARTH SYSTEMS SOUTHWEST APPENDIX A FIGURES AND TABLES EARTH SYSTEMS SOUTHWEST I 040. -A Z�N A 4ALI LI .24 Approxirnate Site Location ai r IT-- xz Lf. -71 14-2 - 6 -X LEGEND f'-, Approximate Site Location Approximate Scale: 1" = 1 Mile 0 1 Mile 2 Miles Figure 1 Proposed Retail Development Highway 111 & Simon Drive La Quinta, Riverside County, California /f,ft Earth Systems 8/25/2014 File No.: 12287-01 f'-, Approximate Site Location Approximate Scale: 1" = 1 Mile 0 1 Mile 2 Miles Figure 1 Proposed Retail Development Highway 111 & Simon Drive La Quinta, Riverside County, California /f,ft Earth Systems 8/25/2014 File No.: 12287-01 Ile 9 10, n B-1 r o 0 r } i' ! ,,t B-4 -- r�� Ifl 20' i B-3 DW-1 :17 FV6.0--l- L-121 DW-2 fill << B-5 _ s0 %i' • • - i t I I 3 5' - 3-5' — SIMON DR. t 8 �f� - �'✓� — ,yam- - s — � � - -71 rl a�{f Figure 2 LEGEND Test Location Map Approximate Drywell Boring Locations Proposed Retail Development DW-2 Highway 111 & Simon Drive 0 Approximate Percolation Test Locations La Quinta, Riverside County, California P-3 Approximate Scale: 1" = 75' Earth Systems MMM6=1==06=0Southwest 0 75' 150' 8/25/2014 File No.: 12287-01 Table 1 - Hypothectical Water Percolation Rates Location ID Interval (feet) Thickness (b) (feet) Average Head (i) (ft) Conductivity (K) Radius of Influence (Ro) (feet) Percolation (Q) Top Bottom cm/sec in/hr gpd/ft^2 gpm gpd AF/day 22.0 25.5 3.5 22.25 5.99E-03 8.5 127 517 7.8 11,184 0.03 26.5 27.5 1.0 23 6.44E-03 9.1 137 554 2.4 3,508 0.01 27.5 31.5 4.0 28.5 5.63E-05 0.1 1 64 0.2 246 0.00 DW-1 36.0 40.0 4.0 37 9.10E-03 12.9 193 1059 19.9 28,597 0.09 40.0 44.5 4.5 41.75 7.26E-03 10.3 154 1067 20.1 28,925 0.09 46.5 49.5 3.0 46 6.05E-03 8.6 128 1073 12.3 17,689 0.05 51.0 53.0 2.0 49 8.16E-03 11.6 173 1328 11.4 16,388 0.05 54.0 55.0 1.0 50.5 5.87E-03 8.3 124 1161 4.3 6,203 0.02 9.0 15.5 6.5 13.75 1.10E-04 0.2 2 43 0.3 426 0.00 DW-2 22.5 23.5 1.0 19 7.13E-03 10.1 151 481 2.3 3,290 0.01 27.0 30.0 3.0 26.5 1.86E-03 2.6 39 343 2.7 3,828 0.01 40.0 44.5 4.5 41.75 1 7.29E-03 10.3 155 1069 20.2 29,035 0.09 Drywell Radius 2 � j Depth of Inlet 5 11 Design (feet) (R) (feet) Notes: Conductivities are based on sieve analyses Radius of Influence (Ro) is = 3'i"(K^0.5) with K in 10-4 cm/sec and i in feet Capacity (gpm) = Kib / 528 Log (Ro/R) 12287-01 Drywell Tables.xlsx Earth Systmes Southwest Table 2 - Boring DW-1 Hypothetical Water Percolation Capacity Using a Drywell Z Top 22 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 25.5 feet Thickness 3.5 feet K Value (From Beyer) 5.99E-03 cm/sec Clay/Silt Modifier 0% percent 127 d/ft2 gpd gpm 10 year 100 year c Apparent Thickness 3.50 feet Hypothetical Water Percolation Rate* 11,184 gpd 11,184 7.8 6.55 12.70 Percolation Surface Area 44 sq. ft. 7.8 gpm N :? Top 26.5 feet Soil Type SPSM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 27.5 feet Thickness 1 feet K Value (From Beyer) 6.44E-03 cm/sec Clay/Silt Modifier 0% percent 137 cjpdlft2 gpd gpm 10 year 100 year c - Apparent Thickness 1.00 feet Hypothetical Water Percolation Rate* 3,508 gpd 14,692 10.2 4.99 9.67 Percolation Surface Area 13 sq. ft. 2.4 gpm Z ?: Top 27.5 feet Soil Type SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 31.5 feet Thickness 4 feet K Value (From Beyer) 5.63E-05 cm/sec Clay/Silt Modifier 0% percent 1 d/ft2 gpd gpm 10 year 100 year c - Apparent Thickness 4.00 feet Hypothetical Water Percolation Rate* 246 gpd 14,938 1 10.4 4.91 9.51 Percolation Surface Area 50 sq. ft. 0.2 gpm IT 2 ;; Top 36 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 40 feet Thickness 4 feet K Value (From Beyer) 9.10E-03 cm/sec Clay/Silt Modifier 0% percent 193gpd/ft' gpd gpm 10 year 100 year c Apparent Thickness 4.00 feet Hypothetical Water Percolation Rate* 28,597 gpd 43,535 30.2 1.68 3.26 Percolation Surface Area 50 sq. ft. 19.9 m 40 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) ottom 44.5 feet 7Top ckness 4.5 feet K Value (From Beyer) 7.26E-03 cm/sec ilt Modifier 0% percent 154 d/ft2 gpd gpm 10 year 100 year t Thickness 4.50 feet Hypothetical Water Percolation Rate* 28,925 gpd 72,460 50.3 1.01 1.96 PercolationSurface Area 57 sq. ft. 20.1 m m Z :? Top 46.5 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 49.5 feet Thickness 3 feet K Value (From Beyer) 6.05E-03 cm/sec Clay/Silt Modifier 0% percent 128gpd/ft' gpd gpm 10 year 100 year c Apparent Thickness 3.00 feet Hypothetical Water Percolation Rate* 17,689 gpd 90,149 1 62.6 0.81 1.58 Percolation Surface Area 38 s . ft. 12.3 m 2 Top 51 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 53 feet Thickness 2 feet K Value (From Beyer) 8.16E-03 cm/sec Clay/Silt Modifier 0% percent 173 d/ft2 gpd gpm 10 year 100 year c - Apparent Thickness 2.00 feet Hypothetical Water Percolation Rate* 16,388 gpd 106,537 74.0 0.69 1 1.33 Percolation Surface Area 25 s . ft. 11.4 m 00 z Top 54 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 55 feet Thickness 1 feet K Value (From Beyer) 5.87E-03 cm/sec Clay/Silt Modifier 0% percent 124 d/ft2 gpd gpm 10 year 100 year c Apparent Thickness 1.00 feet Hypothetical Water Percolation Rate* 6,203 gpd 112,740 78.3 0.65 1.26 Percolation Surface Area 13 sq. ft. 4.3 gpm Notes: K values obtained from SizePerm program * Hypothetical water percolation rate considers the K of the soil, diameter of the drywell, the head of water for that interval, the thickness of the interval, the presence of interbedded clay and silt layers, and the decrease in head as the water moves radially away from the drywell. The hypothetical percolation capacities do not include a "factor of safety" and assumes ideal "clean water" infiltration conditions. 10-year storm event, in Acre Feet = 0.225 10-year storm event, in gallons = 73,282 100-year storm event, in Acre Feet =F 0.436 100-year storm event, in gallons = 142,068 Abbreviations: gpd = gallons per day, gpm = gallons per minute, gpd/ft2 = gallons per day per square foot 12287-01 Drywell Tables.xlsx Earth Systems Southwest Table 3 - Boring DW-2 Hypothetical Water Percolation Capacity Using a Drywell :; Top 9 feet Soil Type SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 15.5 feet Thickness 6.5 feet K Value (From Beyer) 1.10E-04 cm/sec Clay/Silt Modifier 0% percent 2 d/ft2 gpd gpm 10 year 100 year c Apparent Thickness 6.50 feet Hypothetical Water Percolation Rate* 426 gpd 426 0.3 172.07 333.59 ltiSurface Area PrApparenit 82 sq. ft. 0.3 gpm op 22.5 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) ttom 23.5 feet kness 1 feet K Value (From Beyer) 7.13E-03 cm/sec lt Modifier 0% percent 151 d/ft2 gpd gpm 10 year 100 year Thickness 1.00 feet Hypothetical Water Percolation Rate* 3,290 gpd 3,716 2.6 19.72 38.23 Percolation Surface Area 13 sq. ft. 2.3 gpm M 2 Top 27 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 30 feet Thickness 3 feet K Value (From Beyer) 1.86E-03 cm/sec Clay/Silt Modifier 0% percent 39 d/ft2 gpd gpm 10 year 100 year c Apparent Thickness 3.00 feet Hypothetical Water Percolation Rate* 3,828 gpd 7,544 5.2 9.71 18.83 Percolation Surface Area 38 sq. ft. 2.7 gpm Z ?: Top 40 feet Soil Type SP-SM Cumulative Hypothetical Percolation Rate Comparison to Design Storm Events (Days to Infiltrate) Bottom 44.5 feet Thickness 4.5 feet K Value (From Beyer) 7.29E-03 cm/sec Clay/Silt Modifier 0% percent 155 d/ft2 gpd gpm 10 year 100 year c Apparent Thickness 4.50 feet Hypothetical Water Percolation Rate* 29,035 gpd 36.579 1 25.4 2.00 3.88 Percolation Surface Area 57 s . ft. 20.2 gpm Notes: K values obtained from SizePerm program using Beyer formula * Hypothetical water percolation rate considers the K of the soil, diameter of the drywell, the head of water for that interval, the thickness of the interval, the presence of interbedded clay and silt layers, and the decrease in head as the water moves radially away from the drywell. The hypothetical percolation capacities do not include a "factor of safety" and assumes ideal "clean water" infiltration conditions. 10-year storm event, in Acre Feet = 0,225 10-year storm event, in gallons = 73,282 100-year storm event, in Acre Feet = 0.436 100-year storm event, in gallons = 142,068 Abbreviations: gpd = gallons per day; gpm = gallons per minute; gpdM2 = gallons per day per square foot 12287-01 Drywell Tables.xlsx Earth Systems Southwest APPENDIX B BORING LOGS, PHOTOGRAPHS, LAB DATA AND SIZEPERM PRINTOUTS EARTH SYSTEMS SOUTHWEST Garin systems Southwest 79-811 B Country Club Drive, Bermuda Dunes, CA 92203 rnone t/ov) J9J-rJaa, rax t/ov, Boring No: DW-1 Drilling Date: August 4, 2014 Project Name Proposed Retail, Hwy I I I & Simon Dr., La Quinta Drilling Method: 6" HSA Project Number: 12287-01 Drill Type: Mobile Drill, Model B-61 Boring Location: See Figure 2 Logged By: Rich Howe u. Sample Type Penetration Description of Units U' Resistance U q a .o V Note: The stratification lines shown represent the y Y o c approximate boundary between soil and/or rock types q � 00. O as ti 2 (Blows/6") � � j and the transition may be gradational. 5 10 - 15 - 20 - 25 - 30 - 35 - 40 - 45 - 50 - 55 - 60 - 65 - 70 - 75 - 80 JYJ-/JIJ Page 1 of 1 Graphic Trend Blow Dry Count Density JI 2, 2, 2 3,3,5 3, 3, 4 3, 4, 4 3, 3, 5 4, 6, 6 5, 6, 7 7, 10, 13 9, 11, 11 7, 12, 12 10, 12, 12 7, 9, 13 8, 9, 9 6, 8, 9 8, 11, 11 12, 15, 15 9, 12, 13 12, 14, 19 8, 12, 15 11, 19, 19 1 I, 19, 20 13, 22, 28 7, 10, 10 9, 11, 12 7, 7, 9 8, 9, 9 7, 8, 10 SM SILTY SAND: brown, loose, moist, fine grained sand, interbedded sandy silt, each layer was relatively uniform CL SILTY CLAY: gray, stiff, moist ML SANDY SILT: gray brown, medium dense, moist, fine grained sand CL SILTY CLAY: gray brown, stiff, moist, uniform SM SILTY SAND: brown, medium dense, moist, fine grained sand, uniform SP-SM POORLY GRADED SAND WITH SILT: brown, dense, moist, fine grained sand, uniform SM/ML SPSM �J INTERBEDDED SILTY SAND/SANDY SILT: brown, dense, damp, fine grained sand SM POORLY GRADED SAND: brown, dense, damp, fine grained sand ML SP-SM SILTY SAND: as above SANDY SILT: brown to yellow brown, dense, damp, interbedded with thin SM layers POORLY GRADED SAND WITH SILT: as above SM SILTY SAND: as above SP-SM POORLY GRADED SAND WITH SILT: as above SM SILTY SAND: as above SP-SM POORLY GRADED SAND WITH SILT: as above ML SANDY SILT: as above SP-SM POORLY GRADED SAND WITH SILT: as above ML SANDY SILT: as above Boring completed at 61 1/2 feet Back i led with native, Patched with AC cold patch No groundwater encountered (c% tarin systems �� Southwest 79-81 1 B Country Club Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: DW-2 Drilling Date: August 4, 2014 Project Name Proposed Retail, Hwy 1 11 & Simon Dr., La Quinta Drilling Method: 6" HSA Project Number: 12287-01 Drill Type: Mobile Drill, Model B-61 Boring Location: See Figure 2 Logged By: Rich Howe Sample Type Penetration � Description of Units Page 1 of 1 Resistance U Q ¢ Z = Note: The stratification lines shown represent the Y p o approximate boundary between soil and/or rock types Graphic Trend Ca m p. 0 (Blows/6") r Ca U and the transition may be gradational. Blow Dry Count Density 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 ML SILT: brown, medium dense, moist, with interbeded fine grained sandy silt 2, 3, 4 SM SILTY SAND: light gray brown, medium dens,e moist, fine grained sand, uniform 4, 4, 6 3,4,5 4, 4, 5 ML/CL SILT AND CLAY: light gray, loose, damp 31313 4, 6, 7 4, 5, 6 7, 10, 11 SP-SM POORLY GRADED SAND WITH SILT: yellow brown, dense, 5, 4, 7 damp, fine grained sand CL SILTY CLAY: brown, stiff, damp 6, 10, 13 SP-SM 12, 12, 12 POORLY GRADED SAND WITH SILT: yellow brown, dense, 5, 8, 9 damp, fine grained sand SM 4, 5, 8 ML SILTY SAND: brown, stiff, damp 5, 6, 7 SANDY SILT: as above 4, 5, 6 5, 8, 10 SILY SAND: as above 7, 10, 13 !![:�: POORLY GRADED SAND WITH SILT: as above 8, 14, 16 8, 12, 14 SM SILTY SAND: as above 9, 11, 13 ML SILT: as above 8, 9, ] 0 6, 10, 12 `• SM SILTY SAND: as above 6, 8, 8 ML SILT: brown, dense, damp 7, 11, 9 6,7,8 8, 9, 10 6, 8, 12 Boring completed at 61 1/2 feet Backtilled with native, Patched with AC cold patch No groundwater encountered AF' 4r 15 Fn Photo 1: Close-up of soil sample from 26 to 27.5 feet in DW-1. Bottom of sampler is on the left side of photo. Note sandy layer in middle and tighter silt layer at left. Photo 2: Close-up of soil sample from DW-I at 42 feet. Note fine well -sorted sand on white -board. Bottom of sampler is on the left side of the photo. OEarth Systems Photographs Southwest Proposed Retail Development Highway 111 and Simon Drive 08/25/14 File No.: 12287-01 Page 1 of 2 La Quinta, riverside County, California Photo 3: Close-up of soil sample from 22 feet from DW-2. Bottom of sampler is on left side of photo. Note uniform grain size. (Right side of photo has not been opened with knife to show grain size). Photo 4: Close-up of soil sample from 28 feet in DW-2. Note large cobble that plugged sampler. Bottom of sampler is on the left. 9Earth Systems Southwest 08/25/14 File No.: 12287-01 Page 2 of 2 Site Photographs Proposed Retail Development Highway 111 and Simon Drive La Quinta, riverside County, California File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW-1 @ 22 feet Description: Sand w/Silt (SP-SM) 100 90 80 70 &0 c W �0 c —S0 a) e_ 30 20 10 Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 99 #30 94 #50 63 #100 28 #200 10 % Gravel: 0 % Sand: 90 % Silt: 6 % Clay (3 micron): 4 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW-1 @ 27 Description: Sand w/Silt (SP-SNl) 100 90 80 70 &0 c 110 c 40 m a 30 20 10 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 100 #4 100 #8 100 #16 98 #30 86 #50 52 #100 22 #200 9 % Gravel: 0 % Sand: 91 % Silt: 4 % Clay (3 micron): 5 (Clay content by short hydrometer method) 100 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTNI D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW1 @ 30 feet Description: Silty Sand (SM) 100 90 80 70 §10 c Cn 0 c 80 a) a 30 20 10 Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 99 #50 91 #100 56 #200 18 % Gravel: 0 % Sand: 82 % Silt: 12 % Clay (3 micron): 6 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTNI D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DWI @ 38 Description: Poorly Graded Sand w/Silt (SP-SM) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 77 #100 22 #200 6 100 90 80 70 90 c 0 c §0 a) CL 30 20 10 0 % Gravel: 0 % Sand: 94 % Silt: 2 % Clay (3 micron): 4 (Clay content by short hydrometer method) 100 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTR1 D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DWI @ 42 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 90 c .N 00 c §0 a) o_ 30 10 0 +U 100 Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 82 #100 29 #200 8 % Gravel: 0 % Sand: 92 % Silt: 4 % Clay (3 micron): 4 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW1 @ 48 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 90 c �0 c §0 CD IL 30 10 Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 97 #50 66 #100 28 #200 10 % Gravel: 0 % Sand: 90 % Silt: 7 % Clay (3 micron): 3 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DWI @ 52 feet Description: Poorly Graded Sand w/Silt (SP-SM) Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 99 #4 99 #8 99 #16 99 #30 95 #50 63 #100 22 #200 7 100 90 80 70 90 c c0 c 40 aD a. 30 20 10 0 100 10 % Gravel: 1 % Sand: 93 % Silt: 3 % Clay (3 micron): 4 (Clay content by short hydrometer method) 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DWI @ 54 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 §,0 c Ma0 E §0 aD a. 30 20 10 0 +U 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 96 #50 58 #100 28 #200 10 % Gravel: 0 % Sand: 90 % Silt: 6 % Clay (3 micron): 4 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW2 @ 14 feet Description: Silty Sand (SN I) Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 98 #100 70 #200 17 100 90 80 70 §10 c 0 c 40 a� o_ 30 U 10 0 100 10 % Gravel: 0 % Sand: 83 % Silt: 12 % Clay (3 micron): 5 (Clay content by short hydrometer method) 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 PARTICLE SIZE ANALYSIS Job Name: Proposed Retail Center Sample ID: DW2 @ 22 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 c .y 10 C °d0 N a. 30 20 10 0 -IL 100 Sieve Percent Size Passing 1-1 /2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 99 #30 93 #50 58 #100 24 #200 8 August 13, 2014 ASTM D-422-63 Reapproved 2007 % Gravel: 0 % Sand: 92 % Silt: 3 % Clay (3 micron): 5 (Clay content by short hydrometer method) 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW2 @ 27 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 90 c 0 c 80 a) 0- 30 P411 10 0 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 99 #30 94 #50 66 #100 31 #200 11 % Gravel: 0 % Sand: 89 % Silt: 6 % Clay (3 micron): 5 (Clay content by short hydrometer method) 100 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW2 @ 40 feet Description: Poorly Graded Sand w/Silt (SP-SM) 100 90 80 70 90 c Cn 0 c 50 a) CL 30 20 10 0 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 78 #100 28 #200 8 % Gravel: 0 % Sand: 92 % Silt: 4 % Clay (3 micron): 4 (Clay content by short hydrometer method) 100 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST File No.: 12287-01 August 13, 2014 PARTICLE SIZE ANALYSIS ASTM D-422-63 Reapproved 2007 Job Name: Proposed Retail Center Sample ID: DW2 @ 42 feet Description: Poorly Graded Sand w/Silt (SP-SM) Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1 /2" 100 3/8" 100 #4 100 #8 100 #16 100 #30 100 #50 69 #100 25 #200 8 100 90 80 70 §,0 00 c §0 aD CL 30 20 7 % Gravel: 0 % Sand: 92 % Silt: 4 % Clay (3 micron): 4 (Clay content by short hydrometer method) 100 10 1 0.1 Particle Size ( mm) 0.01 0.001 EARTH SYSTEMS SOUTHWEST Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 22' Sample Date: August 4, 2014 Interval: 22 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g C de where: g = 9.81 m/s2 0 0.001 v v =1.14 mm2/s 4 0.003 K = 5.99E-03 cm/sec 500 10 0.074 C = 0.06 • log 28 0.15 77 63 0.3 rp(n) = 1 n=0.255•(1+0.837 94 10.68 100 2.36 71= d60I dlo de = d10 SIZE DISTRIBUTION VARIABLES K - Hydraulic conductivity (cm/s) Percent Size g - Acceleration due to gravity Im/s2 l 0 0 +311 Gravel v -Viscosity �mm2/s� 90 Sand C - Coefficient — 6 Silt (p(n) - Function of porosity — 4 Clay n - Porosity * — 17 - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity c EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/14/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 27' Sample Date: August 4, 2014 Interval: 27 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g C • (p(n)• de where: g = 9.81 m/s2 0 0.001 v v =1.14 mm2/s 5 0.003 K = 6.44E-03 cm/sec 500 9 0.074 C = 0.06 • log 22 0.15 77 52 0.3 �o(n) = 1 86 n = 0.255.0 + 0.831) 98 100 10.68 2.36 77 = d60/dlo de = d10 SIZE DISTRIBUTION VARIABLES K - Hydraulic conductivity (cm/s) Percent Size g - Acceleration due to gravity (m/s2 0 0 +311 Gravel v - Viscosity (mm 2/s) 91 Sand C - Coefficient — 4 Silt �o(n) - Function of porosity — 5 Clay 11 - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/14/2014 Earth Systems Southwest Bermuda Dunes, California Sample 1D: DW-I @ 30' Sample Date: August 4, 2014 Interval: 30 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g C • �o(n) • de where: g = 9.81 m/s2 0 0.001 v v = 1.14 mm2/s 6 0.003 K = 5.63E-05 cm/sec 500 18 0.074 C = 0.06 • log 56 0.15 q 91 0.3 (p(n) = 1 99 0.6 n=0.255•(1+0.83°) 100 1.18 = d60Id, 0 de = d10 SIZE DISTRIBUTION VARIABLES Percent Size K - Hydraulic conductivity (cm/s) g - Acceleration due to gravity m/s2 0 83 Gravel Sand v - Viscosity (mm 2/s) 11 Silt C - Coefficient — 6 Clay (p(n) - Function of porosity — n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) dlo - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 38' Sample Date: August 4, 2014 Interval: 38 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS Percent Diameter 0 0.001 4 0.003 6 0.074 22 0.15 77 0.3 100 0.6 SIZE DISTRIBUTION BEYER METHOD K = g • C • rp(n) • de where: g = 9.81 m/S2 v K = 9.10E-03 cm/sec v = 1.14 mmZ/s C = 0.06 • log ( 77 500 (p(n) = I n=0.255•(1+0.831) 77 = d60 /dl0 de = d10 Percent Size VARIABLES 0 +3" K - Hydraulic conductivity (cm/s) g - Acceleration due to gravity (m/s2 94 2 Sand Silt v -Viscosity �mm2/s� 4 Clay C - Coefficient — r9(n) - Function of porosity — n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d10 - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 42' Sample Date: August 4, 2014 Interval: 42 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g C • �o(n) • de where: g = 9.81 m/sz v v =1.14 mm2/s 4 0.003 K = 7.26E-03 cm/sec 500 8 0.074 C = 0.06 • log 29 0.15 77 82 0.3 �o(n) = 1 100 0.6 n = 0.25541 + 0.83") 77 = d6o /dlo SIZE de = dlo DISTRIBUTION Percent Size VARIABLES 0 +3" K - Hydraulic conductivity (cm/s) g - Acceleration due to gravity (m/s2 900 4 Sandel Silt v -Viscosity (min 4 Clay C - Coefficient — (p(n) - Function of porosity — n - Porosity * — q - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC cn W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-1 @ 48- Sample Date: August 4, 2014 Interval: 48 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • �9(n)• de where: g = 9.81 m/s2 0 0.001 v v =1.14 mm 2 /s 3 0.003 K = 6.05E-03 cm/sec 500 10 0.074 C = 0.06 • log 28 0.15 77 66 0.3 r9(n) = 1 n=0.255•(1+0.83q) 197 10.6 77 = d60Id, 0 de = dlo SIZE DISTRIBUTION VARIABLES Percent Size K - Hydraulic conductivity (cm/s) 0 +311 g - Acceleration due to gravity Im/s2 0 90 Gravel Sand v -Viscosity (mm2/s� 7 Silt C - Coefficient — 3 Clay �9(n) - Function of porosity — n - Porosity * — q - Uniformity — de - Effective grain diameter (mm) d10 - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 52' Sample Date: August 4, 2014 Interval: 52 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • (p(n)• de where: g = 9.81 m/s' 0 0.001 v v = 1.14 mm 2 /s 4 0.003 K = 8.16E-03 cm/sec 500 7 0.074 C = 0.06 • log 22 0.15 77 63 0.3 95 0.6 n=0.255•(+0.83") 99 1.18 100 12.7 77 = d60 /dto de = d10 SIZE DISTRIBUTION VARIABLES K - Hydraulic conductivity (cm/s) Percent Size g -Acceleration due to gravity m/s z 0 1 +3„ Gravel v - Viscosity (mm 2/s) 92 Sand C - Coefficient — 3 Silt �o(n) - Function of porosity — 4 Clay n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySolve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-I @ 54' Sample Date: August 4, 2014 Interval: 54 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALY SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • (p(n) • de where: g = 9.81 m/s2 0 0.001 v v =1.14 mm 2 /s 4 0.003 K = 5.87E-03 cm/sec 500 10 0.074 C = 0.06 • log 28 0.15 77 58 0.3 (p(n) = 1 96 0.6 n=0.255•(1+0.83") 100 1.18 77 = d60Id10 de = d10 SIZE DISTRIBUTION VARIABLES Percent Size K - Hydraulic conductivity (cm/s) g - Acceleration due to gravity rm/s2 0 90 Gravel Sand v -Viscosity �`mm2/s) 6 Silt C - Coefficient — 4 Clay �9(n) - Function of porosity — n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-2 @ 22' Sample Date: August 4, 2014 Interval: 22 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • (p(n)• de where: g = 9.81 m/s' 0 0.001 v v =1.14 mmz/s 5 0.003 K = 7.13E-03 cm/sec 500 8 0.074 C = 0.06 • log 24 0.15 77 58 0.3 (p(n) =1 93 0.6 n=0.255•(1+0.83°) 99 100 1.18 2.36 = d 60 Idlo de = dlo SIZE DISTRIBUTION VARIABLES K - Hydraulic conductivity (cm/s) Percent Size g - Acceleration due to gravity (m/s2 0 0 +3 11 Gravel v -Viscosity (mmZ/s� 92 Sand C - Coefficient — 3 Silt (p(n) - Function of porosity — 5 Clay n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d10 - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. Cn EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW2 @ 27 feet Sample Date: August 4, 2014 Interval: 27 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • �9(n)• de where: g = 9.81 m/s2 0 0.001 v v =1.14 mmZ/s 5 0.003 K = 1,86E-03 cm/sec 500 11 0.074 C = 0.06 • log 31 0.15 71 66 0.3 �9(n) =1 94 0.6 n = 0.255 • (1 + 0.83" ) 100 1.18 77 = d60Id, 0 de = d10 SIZE DISTRIBUTION VARIABLES Percent Size K - Hydraulic conductivity (cm/s) g - Acceleration due to gravity m/s2 0 89 Gravel Sand v -Viscosity �mm2/s� 6 Silt C - Coefficient — 5 Clay (p(n) - Function of porosity — n - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d10 - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample ID: DW-2 @ 40' Sample Date: August 4, 2014 Interval: 40 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g • C • �9(n)• de where: g = 9.81 m/s2 0 0.001 v v = 1.14 mm2/s 4 0.003 K = 7.26E-03 cm/sec 500 8 0.074 C = 0.06 • log 28 0.15 q 78 0.3 (p(n) = 1 100 0.6 11=0.255•(1+0.837) 77 = d60Idlo SIZE de = d,o DISTRIBUTION Percent Size VARIABLES 0 +3" K - Hydraulic conductivity (cm/s) Gravel g - Acceleration due to gravity Ilm/s2 92 4 Sand Silt v -Viscosity @m2/s� 4 Clay C - Coefficient — (p(n) - Function of porosity — n - Porosity * — q - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Earth Systems Southwest Bermuda Dunes, California Sample 1D: DW-2 @ 42' Sample Date: August 4, 2014 Interval: 42 HYDRAULIC CONDUCTIVITY CALCULATED FROM SIEVE ANALYSIS SIEVE ANALYSIS BEYER METHOD Percent Diameter K = g C • �9(n)• de where: g = 9.81 m/s' 0 0.001 v v =1.14 mm2/s 4 0.003 K = 7.31E-03 cm/sec 500 8 0.074 C = 0.06 • log 25 0.15 77 69 0.3 �9(n) = I 100 0.6 n = 0.25541 + 0.837) 77 = d6o/dlo SIZE de = d,o DISTRIBUTION Percent Size VARIABLES 0 +3" K - Hydraulic conductivity (cm/s) Gravel g - Acceleration due to gravity rlm/s2 92 4 Sand Silt v -Viscosity @m2/s� 4 Clay C - Coefficient — rp(n) - Function of porosity — 17 - Porosity * — 77 - Uniformity — de - Effective grain diameter (mm) d,o - Diameter at 10% (mm) d60 - Diameter at 60% (mm) * May substitute measured porosity. Cn EasySol ve Software LLC W P.O. Box 3247, Eagle, Colorado 81631 www.easysolve.com (970) 319-1591 8/13/2014 Kimley>>>Horn Exhibit A — Existing Drainage Map