The URL can be used to link to this page

TTM 36744 Preliminary Hydrology ReportLocated in a Portion of the Northeast % of Section 15, Township 6 South, Range 7 East, SBM City of La Quinta, California Tentative Tract Map No. 36 744 "The Estates at Griffin Lak, RECEIVED DEC 16 2014 Cn If OF LA QUINTA OdMMUNITY DEVELOPMENT December 15, 2014 Prepared far: Griffin Ranch Investors, LR JN: 2168 MSA CONSULTING, INC. PLAIMM . cam. EWGUafflRM . LANs sMVXVM IF 34200 Bon Hom nom ■ RANCHO MnLAw ■ CA 92270 TnuumoNB (760) 320,9M ■ FAx (760) 323-7893 Located in a Portion of the Northeast'/4 of Section 15, Township 6 South, Range 7 East, SBM City of La Quinta, California Tentative Tract Map No. 36744 "The Estates at Griffin Lake" December 15, 2014 Prepared for: Griffin Ranch Investors, LP JN: 2158 MSA CONSULTING, INC. PLAmmgo ■ Orm 4 ■ LAND SURVMWO $1 D 34300 Hae Hom DRm ■ RAN= blam B ■ CA 9=70 Tmmsom (760) 320-9M ■ FAx (160) 373-7M TABLE OF CONTENTS PROJECT DESCRIPTION.................................................................1 EXISTING CONDITIONS....................................................................1 FLOOD CONTROL REQUIREMENTS...............................................1 PROPOSED HYDROLOGY...............................................................1 WATER QUALITY MANAGEMENT PLAN........................................1 RUN-OFF ANALYSIS.........................................................................2 RESULTS AND CONCLUSIONS.......................................................2 LIST OF APPENDICES: A. B. VICINITY MAP FEMA MAP C. HYDROLOGIC SOIL GROUP CLASSIFICATION D. SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD CALCULATONS E. NOAA ATLAS 14 F. EXISTING CONDITIONS EXHIBIT G. PROPOSED SYNTHETIC UNIT HYDROGRAPH EXHIBIT H. PRELIMINARY GRADING PLAN Project Description The subject project, Tentative Tract Map 36744, is located on the south side of Avenue 54, % to Y: -way between Madison and Monroe Streets in the city of La Quinta, California. The proposed site is approximately 38.16 acres, consisting of the existing main house and adjoining buildings, proposed single family housing, and a lake (see Vicinity Map, Appendix A). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 06065C2263G, revised August 28, 2008. This panel is not printed, indicating no special flood hazard areas (see Appendix B). Existing Ori -Site Conditions: The project area is the former Mery Griffin estate, consisting of a main house, multiple guest houses, equestrian facilities, and a lake. Existing On -Site Flows: The northwest corner of the site is tiered, with the main house and adjoining guest houses sitting above the lake, which in turn sits above the remainder of the site. The portion of the western side of the site, south of the lake between the perimeter wall and the race track, drains to a small retention area in the southwest corner. The remainder of the site drains to the retention area in the southeast corner. Existing Off -Site Flows: The project area is elevated above the existing Griffin Ranch development, which bounds the site on the west, south and east sides, preventing flows from entering from those directions. Avenue 54 runs along the site's northern side, directing flows past the project. Flood Control Requirements The project site lies within the flood jurisdiction of the City of La Quinta. City policy for this area dictates that the entirety of the runoff generated by the 104 -year design storm shall be captured and stored on-site until such time as it is percolated into the ground. Proposed Hydrology and Flood Control Improvements In the proposed design, all storm runoff generated on-site will be conveyed via surface flow to the proposed lake (the existing lake will be demolished). The storage above the lake's normal high water elevation will be sufficient to store the runoff from the 100 -year design storm. The lowest pad elevation will be set a minimum of one foot above the lake's 100 - year design storm high water elevation. The normal high water elevation is maximum water surface elevation of the lake during typical conditions. The normal high water elevation is six inches below the top of the concrete edge of the lake. The normal water volume of the lake is 1,336,419 cubic feet. Water Quality Management Plan A formal separate Water Quality Management Plan will be prepared for this project. The Synthetic Unit Hydrograph Exhibit (Appendix G) illustrates the storm runoff volume of the project and the required storage capacities of the proposed lake. Since the proposed lake will be lined, no percolation is included in the calculations. The design of the proposed lake includes two sets of pumps; one set to circulate the water to prevent stagnation and for vector control, and another set to provide irrigation water to the development for both the common areas and private residences. Because of these two systems, the storm water runoff will be drawn down through a combination of use as irrigation water, evapotranspiration, and percolation along the shoreline. The proposed lake is more than adequately sized to retain the entirety of the 100 -year design storm for each drainage area within the 6 inch freeboard of the lake and the slope of the shore. It is therefore concluded that the proposed development of the subject property meets the hydrologic requirements set forth by the City of La Quinta. APPENDIX A VICINITY MAP Wj E r `+ Vicinity Map �3E { e R ] Al i{I LU 4 4 ,in # 1NOAVE�4 �C NUfll�� - AK T., A-y'r' till �tr°4 G1ty oSITE L -608t� �I Selected parcel(s): 757-320-013 FOUR SEASONS PL e, ---> ISI 1 I I �� 0 1,350 Feet E4T H AVE ---I 9 `IMPORTANT' Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility For She information contained on this map. Any use of this prpductwith respect t4 accuracy and precision shall be the sole responsibility of the user - REPORT PRINTED ON --- Tue Jun 24 2014 07:42,03 GMT -0700 (Pack Daylight Time) Version 131127 Let 33d39'17" Lon -116d14'41" KINGSTON NEAT" rr til VIII VIII c Riverside County a� TLMA GIS Selected parcel(s): 757-320-013 FOUR SEASONS PL e, ---> ISI 1 I I �� 0 1,350 Feet E4T H AVE ---I 9 `IMPORTANT' Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility For She information contained on this map. Any use of this prpductwith respect t4 accuracy and precision shall be the sole responsibility of the user - REPORT PRINTED ON --- Tue Jun 24 2014 07:42,03 GMT -0700 (Pack Daylight Time) Version 131127 Let 33d39'17" Lon -116d14'41" APPENDIX 8 FEMA MAP APPENDIX C HYDROLOGIC SOIL GROUP CLASSIFICATION Hydrologic Soil Group—RiversideCanty, Coachella Valley Area, California m w 569500 569500 559700 569900 569900 5700M 570100 57M 510006 570400 570500 570W 33° 39F 29' N R 33° 39' 29" N r.F 2Cg wifimb 54th -Ave s 3' 1 r Q 5Ii' Lag � E 569500 569600 569700 569900 569900 570700 570100 570200 570300 S70400 570600 570" °i Map Stale: 1;5,740 (printed cn A k3rxtcape (W x BY) deet mem N r« 0 50 100 200 300 fo 0 250 500 1000 1500 Map projection: web Malraux' Confer axrdhates; WCS84 Edge tics: LffM Zane JUN WGS94 (SM Natural Resources Web Soil Survey 811212014 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Riverside County, Coachella Valley Area, Califomia F 11 Hydrologic Soil Group Hydrologic Soil Group-- Summary by tbp Unit — Riverside County, Coachella Valley Area, Califomla [CA880] Map unit symbol Map unit name Bating Acres In AOI Percent of AOI CPA Coachella fine sand, 0 to A 2 percent slopes 77.2 66-0% GbA Gilman fine sandy loam, B 24.7 21.1% 0 to 2 percent slopes Is Indio very fine sandy B 4.6 4.0% loam 8.3 7.10A MaB 'Myoma fine sand, a to 5 A percent slopes W Water 2.2 1,9% 117.0 100.09 Totals for Area of Interest Natural Resources Web Soil Survey 611212014 Conservation Service National Cooperative Soil Surrey Page 3 of 4 APPENDIX D SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD CALCULATIONS RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE: jJune 34, 2014 WORKSHEET PREPARED BY' Isaw PROJECT NAME PROJECT NUMBER CONCENTRATION POINT DESIGNATION AREA DESIGNATION AMC NUMBER The Estates at Griffin Lake 216$ IUDDer Lake Drainaae Area A Low Loss Conditions: X --Existing; D=Developed; BS=Retention AREA SOIL TRIBUTARY AREAS ACRES SF - 114 ACRE PAVING[HARDSCAPE LENGTH OF WATERCOURSE {L} 200 it LENGTH TO POINT OPPOSITE CENTROID (Lira) I 100 ft ELEVATION OF HEADWATER 497.0 ft ELEVATION OF CONCENTRATION POINT 490.0 ft AVERAGE MANNINGS ' N' VALUE 0.Oi5 STORM FREQUENCY (YEAR) 100 LOW LOSS RATE (For Storms Greater Than 10 Years) B5% POINT RAIN FROM NOAA ATLAS 14 1 -HOUR 1.38 in 3 -HOUR 2.09 in 6 -HOUR 2.72 in 24-HOUR 4.37 in AMC II LOW LOSS RI INFILTRATION IMPERVIOUS CONDITION NUMBER RATE PERCENT D 32 0.74 0.50 D 32 0.74 1.00 1%4.� RCFC & WCD "UDIROL®W SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AMC II PROJECT: Job No.: 6Y: The Estates at Griffin Lake 2188 saw DATE: 6/30114 AVERAGE ADJUSTED LOSS RATE SOIL LAND USE GROUP Plate C-1 RI PERVIOUS DECIMAL ADJUSTED NUMBER AREA PERCENT INFILTRATION INFILTRATION OF AREA RATE RATE IMPERVIOUS (inmr) {inlhr) Plate E-6.1 late E-6.2 Plate E-6.3 AREA MAX LOW LOW AREA AVERAGE LOSS LOSS RATE WEIGHTED ADJUSTED CONDITION PER AVERAGE INFILTRATION RCFC12322 RATE (infhr) (inlhr) MIN AVERAGE ADJUSTED INFILTRATION RATE (Inmr) A SF - 114 ACRE 32 0.14 50% G-41 0.86 0.623 0.2536 DEVELOPED 6.5000 0.3116 A PAMNGIHARDSCAPE 32 0.74 100% 0.07 0.52 0.371 0.0279 DEVELOPED 0-1000 0.0377 SUM VARIABLE LOSS RATE CURVE 24-HOUR STORM ONLY) Fm= 0.14076067 C= 0.00261 Fi=C(24-(7160))"1.55 = 0.U0251 [24IT160]P11.55 + 0.14 CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.2815 inlhr LOW LOSS RATE = 0.8600 in/hr Where. T=Time in minutes. To get an average value for each unit time period, Use T-1/2 the unll lime for the first time period, T-1 V2 unit time for the second period. etc. 1.38 1W SUM 0.2815 NOTE: Law loss rates established per RCFCI2322 (Dated: May -30-$E) For 10 Year Storms or Less Undeveloped Condition: Low Loss = 90% Developed Condition: Low Lass = 0.9 -(0.8' %impervious) Basin Site: Law Loss =10% For 100 Year Storm - Law Lass should be between 80% & 9096 of the Rainfall Rate 0.3483 Plate E-2.1 Page 3 of 9 RCFC & WCC P rl n" Cell NMUAL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM 128 PROJECT: Job No., BYL The Estates at Griffin Lake 2168 DATE saw 6130N4 FLOOD VOLUME (cuff) UNIT HYDRDGRAPH and EFFECTIVE RAIN CALCULATION FORM 2.47 DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATE-irJhr LOW LOSS RATE - PERCENT 1.38 5 0.51 977.2 2.09 0.28 85% Unit Time Time Period Mipit"s Hours Pattern Percent Plate E-5.9 Storm Rain in/hr Max Lass Rate irohr Low EffecOve Rain inmr Flood Hydrapraph Flaw cfa 1 5 0.08 1.3 0.33 028 0.28 0.04 0.08 2 10 0.17 1.3 0.33 0.28 0.28 0.04 0.06 3 15 035 1.1 028 0.28 0.23 0.04 0.06 4 2D 0.33 1.5 0.38 028 0.32 0.09 0.13 5 25 0.42 1.5 0.38 0.28 0.32 0.09 0.13 6 30 0.50 1.8 0.45 0.28 0.38 0.17 0.24 7 35 0.58 1.5 0.38 0.28 0.32 0.09 0.13 8 40 0.67 1.Q 0.45 0.28 0.38 0.17 0.24 9 45 0.75 1.8 0.45 0.28 0.38 0.17 0.24 10 50 0.63 1.5 0.38 0.28 0.32 0.08 0.13 I 1 55 0.92 1.6 0.40 0.28 0.34 0.12 0.17 12 60 1.00 1.8 0.45 0.28 0.36 0.17 0.24 13 55 1.08 2.2 0.55 0.28 0.47 0.27 0.38 14 70 1.17 2.2 0.55 0.28 0.47 0.27 0.38 is 75 1.25 2.2 0.55 0.28 0.47 0.27 0.38 is 80 1.33 2.0 0.50 0.28 0.43 022 0.31 17 85 1.42 2.6 0.65 0.28 0.55 0.37 0.52 is 90 1.50 2.7 0.88 028 0.58 040 0.55 19 95 1.58 2.4 0.80 0.28 0.51 0.32 0.45 20 100 1.67 2.7 0.68 0.28 0.58 0.40 0.55 21 105 1.75 3.3 D.83 028 0.70 0.55 0.76 22 110 1.83 3.1 0.78 0.28 0.66 0,50 0.69 23 115 1.92 2.9 0.73 0.28 0.62 0.45 0.52 24 120 2.00 3.0 0.75 0.28 0.64 0.47 0.$$ 25 125 2.08 3.1 0.78 028 0.65 0.50 0.89 26 130 2.17 43 1.05 0.28 0.90 0.77 1.07 27 135 2.25 5.0 1.25 0.28 1.07 0.97 1.35 28 140 2.33 3.5 0.86 9.28 0.75 0.60 0.83 29 145 2.42 6.8 1.71 0.28 1.45 1.42 1.98 30 150 2.50 7.3 1.83 0.28 1.58 1.55 2.16 31 155 2.58 8.2 2.06 0.28 1.75 1.78 2.47 32 160 2.07 5.9 1.48 0.28 1,26 1.20 1.67 33 165 2.75 2-0 0.50 0.28 0.43 0.22 0.31 34 170 2.83 1.8 0.45 0.28 0.38 0.17 0.24 35 175 2.92 1.8 0.45 0.28 0.38 0.17 0.24 38 180 3.00 0.6 0.15 0.28 0.13 0.02 0.03 EFFECTIVE RAIN 8 FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 128 FLOOD VOLUME (arrtt) 0.15 FLOOD VOLUME (cuff) 6,323 PEAK FLOW RATE (ds) 2.47 Plate E-2.2 3 -Baur Storm Page 5 of 9 RCFC & WCD HIM[G®d@12w MMUIRL SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: Job No.: BY: The Estates at Griffin Lake 2168 DATE saw 6!30114 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PEAL( FLOW RATE (Cfs) 2.15 DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAI WINCHES CONSTANT LOSS RATE-in/hr LOW LOSS RATE - PERCENT 1.38 5 0.51 977.2 2.72 0.282 85% Unit Time Time Period Minutes Hours Pattern Percent Plate E-5.9 Storm Rain inlhr Loss Rate irdhr Max Low Effective Rain in/hr Flood Hydrograph Flow ds 51 255 4.25 1.9 0.620 0.28 0.53 0.34 0.47 52 260 4.33 2.0 0.653 0.28 0.55 0.37 0.52 53 265 4.42 2.1 0.685 0.28 0.58 0.40 0.56 54 270 4.50 2.1 0.685 0.28 0.58 0.40 0.56 55 275 4.58 2.2 0.718 0.28 0.61 0.44 0.61 56 280 4.67 2.3 0.751 0.28 0.64 0.47 0.65 57 285 4.75 2.4 0.783 0.28 0.67 0.50 0.70 58 290 4.83 2.4 0.783 0.28 0.67 0.50 0.70 59 295 4.92 2.5 0.816 0.28 0.69 0.53 0-74 60 300 500 2.6 0.849 0.28 0.72 0.57 0.79 61 305 5.08 3.1 1.012 0.28 0.86 0.73 1.02 62 310 5.17 3.6 1.175 0.28 1.00 0.89 1.24 63 315 5.25 3.9 1.273 028 1.08 0.99 1.38 64 320 5.33 4.2 1.371 0.26 1.17 1.09 1.52 65 325 5.42 4.7 1.534 0.28 1.30 1.25 1.74 66 330 5.50 5.6 1.828 0.28 1.55 1.55 2.15 67 335 5.58 1.9 0.620 0.28 0.53 0.34 0.47 fib 340 5.67 0.9 0.294 0.28 0.25 0e01 0.02 69 345 5.75 0.6 0.106 0.28 0.17 0.03 D.04 70 350 5.83 0.3 0.163 1 0.28 0.14 0.02 0.03 71 1 355 5.92 0.3 0.098 1 0.28 0.08 0.01 0.02 72 360 6.D0 0.2 0.065 1 0.28 0.06 0.01 0.01 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (In) 1.25 FLOOD VOLUME (acR) 0.14 FLOOD VOLUME (Cult) 6,243 PEAL( FLOW RATE (Cfs) 2.15 Plate E-2.2 6 -Hour Storm Page 7 of 9 RCFC & WCd M' MINGLOW Iamu " SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24-HOUR STORM PROJECT: Jot) No.: BY: The Estates at Griffin Lake 2168 DATE: saw 6134114 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAGTIME- MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES 1.380 15 0.51 2931.7 4.37 CONSTANT LOSS RATE-inlhr VARIABLE LOSS RATE (AVG) in/hr MINIMUM LOSS KATE (for var. loss) -inthr LOW LOSS RATE - DECIMAL C nla 0.2815 0.141 0.85 0.00261 Unit Time Period Time Minutes Hours Pattem Percent Plate E-5.8 Storm Rain In1hr Loss Rate irdhr Max Low Effective Rain inthr flood HydroBraph Flow ds 61 915 15.25 2.4 0.420 0.218 0.357 0.202 0.28 62 930 15.50 2.3 0.402 0.214 0.342 0.188 0.26 83 1 945 15.75 1.9 0.332 1 0.211 0.882 0.121 0.17 64 980 16.00 1.9 0.332 1208 0.282 0.124 0.17 65 975 16.25 0.4 0.070 0.205 0.059 0.010 0.01 66 990 16.50 0.4 0,070 0.202 0.059 0.010 0.01 67 1005 16.75 0.3 0.052 0.198 0.045 0.008 0.01 68 1020 17.00 0.3 0.052 0.195 0.045 0.008 0.01 69 1035 17.25 0.5 0.087 0.193 0.074 0.013 0.02 76 1050 17.50 0.5 0.087 0.190 0.074 0.013 0.02 71 1065 17.75 0.5 0.067 0.187 0.074 0.013 0.02 72 1080 18.00 0.4 0.070 0.184 0.059 0.010 0.01 73 1095 18.25 0.4 0.070 0.181 0.059 0.010 0.01 74 1110 18.50 0.4 0.070 0.179 0.059 0.010 0.01 75 1125 18.75 0.3 0.052 0.176 0 045 0.008 0.01 76 1140 19.00 0.2 0.035 0.174 0.030 0.005 0.01 77 1155 19.25 0.3 0.052 0.171 0.045 0,008 0.01 78 1170 19.50 0.4 0.070 0.159 0.059 0.010 0.01 79 1185 19.75 01 0.052 0.166 0.045 0.008 0.01 80 1200 20.00 02 0.035 1 0.164 0.030 0.005 0.01 81 1215 20.25 0.3 0.052 0.162 0.045 0.008 0.01 82 1230 20.50 0.3 0.052 0.160 0.045 0.008 0.01 83 1245 20.75 0.3 0.052 0.158 0.045 0,008 0.01 64 1260 21.00 0.2 0.035 0.156 0.030 0.005 0.01 85 1275 21.25 0.3 0.052 0.154 0.045 0.008 0.01 Be 1290 21.50 0.2 0.035 0.152 0.030 0.005 0.01 87 1305 21.75 0.3 0.052 0.151 0.045 0.008 0.01 88 1320 22.00 0.2 0.035 0.149 0.030 0.005 0.01 89 1,335 22.25 0.3 0.052 0.148 0.045 0.008 0.01 90 1350 22.50 02 0.035 0.146 0.030 0.005 0.01 91 1355 22.75 0.2 0.035 0.145 0.030 0.ou 0.01 92 1380 23.00 0.2 0.035 0.144 0.030 0.005 0.01 93 1395 23.25 0.2 0.035 0.143 0.030 0.005 0.01 94 1410 23.50 0.2 0.035 0.142 1 0.030 0.005 0.01 95 1425 1 23.75 0.2 0.035 0.141 0.030 0.005 0.01 96 1440 1 24.00 0.2 1 0.035 0.141 0.030 1 0.005 0.01 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.25 FLOOD VOLUME (acct) 0.14 FLOOD VOLUME (tuft) 6,275 PEAK FLOW (cfs) 0.49 Plate E-2.2 24 Hour Storm Pape 9 of 9 IV RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD DATA INPUT SHEET DATE: I June 30, 2414 Soo ft ELEVATION OF HEADWATER WORKSHEET PREPARED BY- ELEVATION OF CONCENTRATION POINT saw AVERAGE MANNINGS'N' VALUE 0.015 PROJECT NAME IThe Estates at Griffin Lake LOW LOSS RATE (For Starrns Greater Than 10 Years) 85% PROJECT NUMBER 2168 1 -HOUR 1.38 in CONCENTRATION POINT DESIGNATION 2.09 in 6 -HOUR 2.72 in 24-HOUR Lower Lake AREA DESIGNATION Drainage Area B AMC NUMBER 0 Low Loss Conditions: X=Exlsting; D=Developed; BS=Retention AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI DESIG GROUP CONDITION NUMBER 5 1A Sf -114 ACRE 32.87 D 32 2 1 A PAVINGIHARDSCAPE I 5.44 D 32 LENGTH OF WATERCOURSE (L) 1,000 ft LENGTH TO POINT OPPOSITE CENTROID (Lra) Soo ft ELEVATION OF HEADWATER PERCENT ELEVATION OF CONCENTRATION POINT 479.0 ft AVERAGE MANNINGS'N' VALUE 0.015 STORM FREQUENCY (YEAR) 100 LOW LOSS RATE (For Starrns Greater Than 10 Years) 85% POINT RAIN FROM NOAA ATLAS 14 1 -HOUR 1.38 in 3 -HOUR 2.09 in 6 -HOUR 2.72 in 24-HOUR 4.37 In AMC II INFILTRATION IMPERVIOUS RATE PERCENT 4.74 0.50 0.74 1.00 RCFC & WCD 9BQL@@1y 4 SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM AM C I I PROJECT: Jab No.: BY: The Estates at GrIffim Lake 2168 sew DATE: 6130114 AVERAGE ADJUSTED LOSS RATE SOIL LAND USE GROUP Plate C-1 RI PERVIOUS DECIMAL ADJUSTED NUMBER AREA PERCENT INFILTRATION INFILTRATION OF AREA RATE RATE IMPERVIOUS (iNhr) (inRu) Plate E-9-1 Plate E-6.2 Plate E-6.3 AREA MAX LOW LOW AREA AVERAGE LOSS LOSS RATE WEIGHTED ADJUSTED CONDITION PER AVERAGE INFILTRATION RCFC12322 RATE (inlhr) (iruhr) MIN AVERAGE ADJUSTED INFILTRATION RATE (irAr) A ISF - 114 ACRE 32 0.74 50% 0.41 32.87 0.858 0.3494 DEVELOPED 0.54D0 1 0.4292 A PAVINCdHARDSCAPE 32 0.74 1DO% 0.07 5.44 0.142 0.0105 DEVELOPED 0.1000 0.0142 SUMI VARIABLE LOSS RATE CURVE 24-HOUR STORM ONLY) Fm= 0.179918841 C= 0.1)0333 F1=C(24-(T160))^1,$5 = 0.003 (24-(1160))^1.55+ 0.18 CONSTANT LOSS RATE (3A 6 HOUR STORMS) = 0.3586 inMT LOW LOSS RATE 0,8501) Inlhr Where: T=Time in minutes. To get an average value for each unit time period, Use T=112 the unit time for the first time period, T=1 112 unit time for the second period, etc. 38.41 inmr Suml 0.3598 NOTE: Lew loss rates established per RGFC12322 (Dated: May 70.851 For 10 Year Storms or Lass Undeveloped Candf Dn:Low Loss =90% Developed Condition: Low Loss = 0.9 •(D,S* %impervious) &min Site: Low Lass = 10% For 100 Year Storm • Law Lass should be between 80% & 90 of the Rainfall Rata 0.4433 Plate 1=-2.1 Page 3 of 9 RCFC & WCD D IMLOW IM&I SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 3 -HOUR STORM 1.05 PROJECT: Job Na.: BY: The Estates at Griffin Lake 2168 DATE SBvr 8 30114 FLOOD VOLUME [curt] UNIT HYGROGRAPH and EFFECTIVE RAIN CALCULATION FORM PEAK FLOW RATE (do) 65.71 DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TWE - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATE-inthr LOW LOSS RATE - PERCENT 38.41 5 2.17 230.8 2.09 0.36 85% Unit Time Time Period MInules Hours Pattern Percent Plate E-5-9 Storm Rain inAir Max Lose Rate InRrr Low Ettec lve Rain inthr Flood Hydrograph Flow da 1 5 0.08 1.3 0.33 0.36 0.28 0.05 1,89 2 10 0.17 1.3 0.33 0.36 0-28 0.05 1.69 3 15 025 1.1 0.28 0,36 0.23 0.04 1.60 4 20 0.33 1.5 0.36 0.36 0,32 0-02 0.63 5 25 0.42 1.5 0.3B 0.36 0.32 0.02 0.63 6 30 0.50 1.8 0.45 0.36 0.38 0.09 3.55 7 35 0.58 1.5 0.38 0138 0.32 0.02 0.63 8 40 0.67 1-8 0.45 0.36 0.38 0.09 3.55 9 45 0,75 7.8 0.45 0.38 0.38 0.09 3.55 10 50 0.83 1.5 0.38 0.36 0-32 0.02 0.63 11 1 55 0.92 1.6 0.40 0.36 0.34 0.04 1.61 12 80 1.00 1.8 0.45 0.36 0.38 0.09 3.55 13 65 1.08 2.2 0.55 0.36 0.47 010 7.43 14 70 1.17 2.2 0.55 4.36 0.47 0.19 7.43 15 75 1.25 2.2 0-55 0.36 0.47 0.19 7.43 10 80 1.33 2.0 0.50 0.36 0.43 0.14 5.49 17 85 1.42 2.6 0.65 0.36 0.55 029 11.32 18 9D 1.50 2.7 0.88 0.39 0.58 0.32 12.29 19 95 1.58 2.4 0.80 0.36 0.51 0.24 9-38 20 100 1.87 2.7 0.88 0.36 0.58 0.32 12.29 21 105 1.75 3.3 0.83 0.38 0.70 0.47 18.12 22 110 1.83 3-1 0.76 0.36 0.66 0.42 18.18 23 115 1.92 2.9 0.73 0.38 0.62 0.37 1423 24 120 2.00 3.0 0.75 0.36 0.64 0.38 15.20 25 125 2.08 3.1 0,78 0.38 0.66 0.42 18.18 25 130 2.17 4.2 1.05 0.36 0.90 0.69 25.66 27 135 2.25 5.0 1.25 0.36 1.07 0.89 34.63 28 14U 2.33 3.5 0.88 0.36 0.75 0.52 20.06 29 145 2.42 6.8 1.71 0.36 1.45 1.35 52.12 30 150 2.50 7.3 1.83 0.36 1.56 1.47 56.97 31 155 2.58 8.2 2.06 0.36 1.75 1.70 65.71 32 160 2.67 5.9 1.48 0.38 1.26 1.12 43,37 33 165 2.75 2.0 0.50 0.36 0.43 0.14 5.49 34 170 2.83 1.8 0.45 0.36 0.38 0.09 3.55 35 175 2.92 1.8 0.45 0.38 0.38 0.09 3-55 36 180 1 3.00 0.6 0.15 0.38 0.13 0.02 0.87 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN [in] 1.05 FLOOD VOLUME (acR) 3.37 FLOOD VOLUME [curt] 146.964 PEAK FLOW RATE (do) 65.71 Plate E-2.2 3 -Hour Storm Pape 5 0f 9 RCFC & WCD MMR@d@@,Y M U&I SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 6 -HOUR STORM PROJECT: Job No.: BY: The Estates at Griffin Lake 2168 DATE saw 6130114 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM PEAK FLOW RATE (Cfs) 56.86 DRAINAGE AREA -ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES CONSTANT LOSS RATEAnlhr LOW LOSS RATE PERCENT 38.41 5 2.17 230.8 2.72 0.360 85% Unit Time Time Period Minutes Flours Pattern Percent Plate E-5.9 Storm Rain inthr Loss Rate inthr Max Low Effective Rain Inlhr Flood Hydrograph Flory cfs 51 255 4.25 1.9 0,620 0.36 0.53 0.26 10.08 52 1 260 4.33 2.0 0.653 0.36 0.55 0.29 1 11.35 53 265 4.42 2.1 0.685 0.36 0.58 0.33 12,01 54 270 4.50 2.1 0.685 0.36 0.58 0.33 12,61 55 275 4.58 2.2 0.718 0.36 0.61 0.36 13.87 56 280 4.67 2.3 0.751 0.3B 0.64 0.39 15.14 57 285 4.75 2.4 0.783 0.36 0.67 0.42 16.40 58 290 4.83 2.4 0.783 0.36 0.67 0.42 16.40 59 295 4.92 2.5 0.816 0.36 0.69 0.46 1 17.67 60 300 5.00 2.6 0.849 0.36 0.72 0.49 18.93 61 305 5.08 3.1 1.012 0.36 0.86 0.65 25.25 62 310 5.17 3.6 1.175 0.36 1.00 0.82 31.57 63 315 5.25 3.9 1.273 0.36 1.08 0.91 35.37 64 320 5.33 4.2 1.371 0.36 1.17 1.01 39.16 55 325 5.42 4.7 1.534 0.36 1.30 1.17 45.48 66 330 5.50 5.6 1.828 0.36 1.55 1.47 56.86 67 335 5.58 1.9 0.620 0.36 0.53 0.266 10.08 fib 340 5.67 0.9 0.294 0.36 0.25 0.04 1.71 fig 345 5.75 0.6 0.196 0.36 0.17 0.03 1.14 70 350 5.83 0.5 0.163 0.36 0.14 0.02 0.9'5 71 355 5.92 0.3 0.098 0.36 0.08 0.01 0.57 72 1 360 6.00 0.2 0.065 0.36 0.06 0.01 0.38 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.09 FLOOD VOLUME (acft) 3.49 FLOOD VOLUME (Cuff) 151,923 PEAK FLOW RATE (Cfs) 56.86 Plate E-2.2 6 -Hour Storm Page 7 of 9 RCFC & WCD rHMMOILO0 ®N MMURI SYNTHETIC UNIT HYDROGRAPH METHOD SHORTCUT METHOD 24-HOU R STORM PROJECT! Job No.: BY: The Estates at Griffin Lake 2168 DATE: saw 6130114 UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM DRAINAGEAREA-ACRES UNIT TIME -MINUTES LAG TIME - MINUTES UNIT TIME -PERCENT OF LAG TOTAL ADJUSTED STORM RAIN -INCHES 38.410 15 2.17 692.5 4.37 CONSTANT LOSS RATE-Whr VARIABLE LOSS RATE (AVG) inthr MINIMUM LOSS RATE (for var. lass) - inmr LOW LOSS RATE - DECIMAL C rVa 0.3598 0.180 0-85 0.00333 Unit Time Period Minutes Time Hours Pattern Percent Plate E-5.9 Storm Rain nlhr Loss Rate in/hr Max Low Effective Rain irVhr Flood Hydrograph Flow cfs 61 915 15.25 2.4 0.420 0.278 0.357 0.141 5.47 62 930 15.50 2.3 0.402 0.274 0.342 0.128 4.96 63 1 945 15.75 1.9 0.332 0.270 0.282 0.062 2.42 64 960 16.00 1.9 0.332 0.266 0.282 0.067 2.58 65 975 16.25 0.4 0.970 0.252 0,059 0.010 0.41 65 990 16.50 0.4 0.070 0.258 0.059 0.010 0.41 67 1005 16.75 0.3 0-052 0-254 0.045 0.008 0.30 68 1020 17.00 0.3 0-052 0.250 0.045 0.008 0.30 69 1035 17.25 0.5 0-087 0.246 0.074 0.013 0.51 70 1050 17.50 0.5 0.087 0.242 0.074 0.013 0.51 71 1065 17.75 0.5 0-087 0.239 0.074 0.013 0.51 72 1000 18.00 0.4 0.070 0.235 0.059 0.010 0.41 73 1095 18.25 0.4 0.070 0.232 0.059 0.010 0.41 74 1110 18.50 0.4 0.070 0.228 0.059 0.010 0.41 75 1125 18.75 0.3 0.052 0.225 0.045 0.008 0.30 76 1140 19.00 02 0.035 0.222 1 0.030 0.005 0.20 77 1155 19.25 0.3 0.052 0.219 0.045 0.008 0.30 78 1170 19.50 0.4 0.070 0.216 0.059 0.010 0.41 79 1185 19.75 0.3 0.052 0.213 0.045 0.008 0.30 80 1200 20.00 0.2 0.035 0.210 0.030 0.005 0.20 81 1215 20.25 0.3 0.052 0.207 0.045 0.008 0.30 82 1230 20.50 0.3 0.052 0204. 0.045 0.008 0.30 83 1245 20.75 0.3 0.052 0.202 0.045 0.008 0.30 84 1260 21.00 0.2 0.035 0.199 0.030 0.005 8.20 85 1275 21.25 0.3 0.052 0.197 0.045 0.008 0.30 88 1290 21.50 0.2 0.035 0.195 0-030 0.005 0.20 87 1305 21.75 0.3 0.052 0.193 0-045 0.008 0.30 Be 1320 2200. 0.2 0.035 0.191 0.030 0.005 0.20 89 1835 22-25 0.3 0,052 0.169 0.045 0.008 0.30 90 1350 22.50 02 0.035 0.767 0.030 0.005 0.20 91 1365 22-75 0.2 0.035 0.185 0.030 0.005 0.20 92 1380 23.00 0.2 0.035 0.194 0.030 0.005 0.20 93 1395 2325 02 0.035 0.183 0.030 0.005 0.20 94 1410 23.50 0.2 0.035 0.182 0.030 0.005 0.20 95 1425 1 23.75 0.2 0.035 0.181 0.030 0-005 0.20 98 1440 1 24.00 0.2 0.035 0.180 0.030 0.005 0.20 EFFECTIVE RAIN 8 FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.97 FLOOD VOLUME (acft) 3.12 FLOOD VOLUME (cult) 135,691 PEAK FLOW (ds) 11.02 Plate E-2.2 24 Hour Storm Page 9 of 9 �1 RUNOFF INDEX M M$ERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC Ii Cover Type {3) Quality of Cover (2) Soil Grou A H I C D 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 35 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 Gaud 55 69 75 32 (Lawn, shrubs, etc.) 174 Turf Poor 58 83 87 (irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTUPAL COVERS - Fallow 75 85 90 92 (Land plowed but not tilled or seeded) R C F C 15 W C D -RUNOFF INDEX NUMBERS HYDROLOGY h/JANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of zj APPENDIX E NDAA ATLAS 14 C NQAA Atlas 14, Volume 6, Version 2 Location name: La Quints, California, US` Latitude: 33.6547", Longitude: -116.2447° Elevation: -13 ft' , sourow Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perim, Sarah Dietz, Sarah Heim. Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra PawWir, Eshani Roy. Cart Tryouk. Cale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geofh'ey Bonnin, Danlal Brewer, 4i -Chuan Chen, Tye P.,Mbok, John Yarchoan NOAA National Weather Sarvica, Silver Spring, Maryland PF._t_atiularI PF oranhical I Maos & aerials PF tabular 6 -hr O.a 0-059A 17.589-01155 0.8593 .25 1.1tl-64 1.44$2.30 1.7Ar289 2.U7-9.64 2. 3-449 29515,94 3; 94.-7`,32 72 -hr [Q,494 9 7151 [0.726770U5] [1.47356] {7.36�2.OSJ 1; 2.2P 87 796f](2.57-4.49)LB-00-5-55) ;2 2.79 (3-62-7-3G R4.14o&.B4 Back to_Top PF graphical }11 1, p'. ir:+s-".AYIy� i1waE � rt'M�eaR 1Ai/' a� h Arrrall9P AManlrl74 .. It Caadlelle L,# quih9s The MadFavn ' AvaYur. 5P Rvenu! SL F4(y4q 7ararga �' Avenue 37 :C Ruins 5vetRg4k TheAtadrsan fle3wt ' ' `r arro6e �aMtnaw °d p��ub �vr"ru sa � r � +� � :{'Fr eve R rypr} 91V� �.� F � F� •1 la sin' Rx! .:�i $ 56tH 0'" r TMIWMW svrn�$f�epdBEA hiA�rimrjE Back IQ. Tan US Department of Commerce National Oceanic and Atmosiphedc Admlrtistratran National Weather Service Office ❑f Hydraiggic Development 9325 East West Highway Silver Spring, MD 20910 Questions? HDSCQueshans�naaa ov pillycl rmer J APPENDIX F EXISTING CONDITIONS EXHIBIT 0' 50' 100 150' 200' SCALE 1"=50' DIRECTION OF FLOW EMERGENCY OVERFLOW PROJECT NAME. THE ESTATES AT GRIFFIN LAKE MAP NUMBER- TRACT MAP NO. 38744 PLAN- EXISTING CONDITIONS EXHIBIT EXHIBIT DATE, DECEMBER 15, 2014 MSA CONSULTING, INC. PLANMNG ■ Crm ENGr_rEmwo ■ LAND SvRvEyiNG DESIGN BY SAW DRAWN BY 34200 Bole HOPE DRwF ■ RA»cHo MIRAGE ■ CA 92270 TELEPmNE (750) 320-98H ■ Fax (750) 323-7893 JULIAN A. DE LA TORRE 043880 SAW CHECK BY JAQ APPENDIX G PROPOSED SYNTHETIC UNIT HYDROGRAPH EXHIBIT y 0 _O_ ° o I/Il/ _f1l11 T� rr7�_ - - TlT1 f - - - - Trrr`�- - - r ',T / �Trr�I fIr11 //III ICLLf ILL1L -- I ILUL 1/111 I f fIIN ILII! ILl2L r IH 1 � L ,_ Z__7 oo V o V 0 � 4 I _ I l 1 I I I I LOT 1_ - FUTURE PE -488.8 I �H I� LOT,2 FUTURE PE -488.5 ! 1 1 1 ° la DONALI STREET e H 0 LOT 3 ° ° FUTURE PE -487.5 a < 1� w J Lu J Q w cn LOT 4 FUTURE PE -486.5. - LOT 5 FUTURE PE -485.3 a u LOT 6 FUTURE PE -484.3 ES AVEN E 54 - - - - - -- - - - - - -�.- - - --_---_=------- - T - - --- -_-------- --- - - - --- I - - -- -- ----- - - --- r--- } --- -- - - -� -- - _r I E 1 2 3 4 5 I I t JC=- - - - - - - I - I} MEN o I I� 1• - -- �� } ,Jkl DA -_A Y+ y y S L=200 - _f- A�1.38 LAKE EDGE 490,00 ! / - -�- 1 WSE100 489.90 r r r ,fJ-r rf�` •f SE 489.50 -- I I 1 � I 1 } 1 1 � - - - -- I 72 77 I I � I DA -B L-1400 1 1 A=38.41 ` I 1 71 78 I L � y LOT rrA rr y I yyr J 1 f f 70 57 �� 1 39 r�� 69 f 40 '` I f 58 1 1 67 � 1 r 56 / r 38 41 1 I j 1 1 66 1 1 1 59 i l I j 1 65 I 1 37 42 1 1 55 �� 1 1 � 64 ------ _ } \ 1 IT ti _ 1 36 �- - - - _ � � 61 r 0' 50' i 00' 150' 200' SCALE 1"=50' 32 43 44 AREA (ac) 54 53 SINGLE FAMILY - 1/4 AC 31 30 29 m 27 26 25 24 23 22 21 19 7 10 11 12 13 14 15 17 18 13 SEATTLE SLEW WAY --� -�-' LOT 8 ° FUTURE PE485.!� DRAINAGE AREA A LAND USE SUMMARY LAND USE AREA (ac) STREETS/HARDSCAPE 0.52 SINGLE FAMILY - 1/4 AC 0.85 TOTAL 1.38 STREETS/HARDSCAPE USED FOR LAKE AREA DRAINAGE AREA B LAND USE SUMMARY LAND USE AREA (4C) STREETS%HARDSCAPE 5.44 SINGLE FAMILY - 1/4 AC 32.97 TOTAL 38.41 STREETS/HARDSCAPE USED FOR LAKE AREA LOT 20 1 FUTURE PE=480.6 I LOT 19 FUTURE PE -481.0 - ❑ f� f BOL RULER WAY LOT 18 FUTURE PE -479.8 0 LOT 17 FUTURE PE -479.0 Q x w Q 1` Lwu !0 ILI 1 Q LOT 16 FUTURE PE -478.0 LOT 15 FUTURE PE -47$.9 1 1 LOT 9 4' - - _ _ - LOT 12 - �-Y J FUTUR� PE 475.9 FUTURE PE -481.8 FUTURE PE -486.5 LOT 10 LOT 11► I 'J FUTURE PE -486.5 FUTURE PE -486.1 LOT 13 L FUT.WE PE -477.9 STORM EVENT SUMMARY DURATION 1 -HOUR 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (in) 1.10 1.26 1.25 1.25 FLOOD VOLUME (cu -ft} 5,503 (acre -ft 0.13 6,323 0.15 6,243 0.14 6,275 0.14 STORM EVENT SUMMARY DURATION 1 --HOUR 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (in) 1.02 1.05 1.09 0.97 FLOOD VOLUME (cu -ft (acre-ft� 142,240 3.27 145,964 3.37 151,923 3.49 135,691 3.12 UPPER LAKE RETENTION VOLUME DETERMINATION 100 YEAR SURFACE FLOOD SURFACE RETENTION STORM DEPTH VOLUMEAREA (cu -ft} DEPTH (hour) 6 (cu -ft) (sf) (ft) 3 1 5,323 15,676 0.40 LOWER LAKE RETENTION VOLUME DETERMINATION 100 YEAR FLOOD SURFACE RETENTION STORM VOLUME AREA DEPTH (hour) (cu -ft} (sf) (ft) 6 151,923 185,693 0.81 LEGEND PROPOSED LAKE AND SHORELINE DIRECTION OF FLOW PROJECT NAME- THE ESTATES AT GRIFFIN - - - OVERFLOW ROUTE MAP NUMBER, TRACT MAP NO. 36744 APPENDIX H PRELIMINARY GRADING PLAN L12 - c. ^` 1L1L ont I .- - _G„-' � G -�- � � - - `_"_ G - - - "` G � �`- G -- � - g - - g - - G - -s- - - �s ' A'i(,ENUE 54 1 w - w- - - -w -w- - -w- w� �, ,-__-w T - w -Ww - -w- - w �- - w- .-w - �` w--'- w -w w -w--� �w- - w 7w f -w- -w-- -� -w--' -w--- - j - -w r41 J �-w- - w- - -w- -w-- -w w- _w L& -� w- - f E 02 TC 487, TC 485.35 TC 484.81 MH f - - _;-- - - .� -J �J -- - FL 487.52 �_ L 488.98 - IRR�- FL 484.31 FL 484.85 $.d GBS. G 4 Aj (W) 492A -- - --�- - - - _-=`-- -- -�- - -` �. . _ - - - F n A a NCQ (f } (492.0} T a 4 x TRW 49-05 f` E .5 x 85.2 - a -- PROP. CATCH BASIN (TYP.) 48;5.4 IF 491 Q- F Cone, 189-4TRW 491.7 a 1 4 TRW 488.98 TRW 488.48 TRW 487.95 TRW 487.48 N o _ (N) 493.0 FG ),4EG..(N} 490. _ - J) (491.5) r -,..-3G. 87,9 cv" RW 489.48 & 5 �' FG (N) 488.9 FG (N} 488.4 FG {N} 487.9 FG (N) 487.4 TW 491.33 J - �- N S 1G FG NG ' 4$ 0 F - - G [x,489.4 (} (4$4.5} f NG (S) (484.0} NG ( (484.0) NG (5) (484.0) I FG W 485.33 1491,00 TF 9.8 NG (S) (489.5); 88.85 TF 48 - I' D NG (S) (485.7)TF 484 r TF 483.54 T 483.5 + � ATF 489.0 1 ao x 4 =I x 482 • TF 483.50 us NG E 483.33 crl�_ 1 I - - - - - <' TF 485.20 \ ) �� `OB Lf _0 TRW 4 1r. 3 FS 48$.1 0 5_ L - ` I 1 I I TF 48.3 4 } I G 5 4 1.11 = j 2 3 482.-4"� ' `} PROP. STORM DRAIN fT' /O I G Z} i PE 487.7 PE 487 2 PE 486.7 I i X. BUILDING x 48 / TF 48s.o I � � � � o � � PE 486.2 PE 485.7 I 11 1 1 oa5. � i � � � �. ! I 6_.5 f f r x 487. a - x 486. ti 41 PE 485.1 � r _ � -__ ., _--- . - x •, :a � E :BUILDING ` 1 - - 1 J I FG 89.383.33 )LOT --20 f LO 1 f I f -- ------------�--------- -- �-- NG E 483.33 j FU URE PE -480.6 n TF 48 .33 I FUTURE �E 458 1� I ff - � - - - - - - - - - I "-� cant. x 4 9.2 f �$ 0.60%� / J GP 486.88 ' f 1 TP 485649 % 0.59% !l TP 483.72 0.54% TP 483.94 48 7.3 c=j J ` iI ��• \ - E �- -E _E - , E - k -" ti x 4 1 x 4795 I� x 487.7 i x 49,7.7 �T- I x 484_ x 483.0 } _, 1 1 c7J i TP 490.00 - E - - - - - r - 9 as 48 p x 488-4 o ago _ x 4F 7 s s 1498 L co "t 3 C_� 1, r- I FIG (W 92. �- - X 487 5 x 486.5 - - - - I I 74 75 _ I i - x 4 f T I I NG ( 92. ( /]BS. PE 484.7 I TF �49 .o)� C ` 48B ■ 1` j I PE 486.5 PE 484.7 ! I I TW 48B.67 1 �Y FG W 482.fi7 � x 4$; i x 487_.5 k 4' 2.21 ! FG (E) 482.67 x 487_6 I I I _ 483. i GBS. � ■� � , I � I I TF 481.87 y X085. L � I �Q � �� _... I�>� -� � FOB' � � � 1 7 .4 ° O I 1 LI cn } I� tn 7 s 4$4 7.z ■� ! I PE 7 l ' _ i I x 4 l I} 11� i } x -187,2 f i I _ I 8 - � o f ! �-� .- k I 7 x »97.4 �� Ill .1I I I I I 73 76 _ xI.B I I I I PE 484,3 I L L o J y I PE 486.0 PE 484, 3 I k 1 FUTURE E4 81.0 I 1 1 483 ` I I I I 1 I I LOT 2,1 i X I I ! I� - - _ ' r } } < ,� � FU1`URE PE -4".5 I l 97 �{� x 487.3 i I s a I 1 Y` 1(E} (4 II 4r34. jj l 482 C5 - x 48.3 r� I X. UILDING' --� 488.E : �j r r I I I I i I I x_ if x 79.4 ff j� 11 I \ I j 4ai / 1 1 83.8 U 1 UD 72 77 y I I ,i I _ 4.5��€� I ------ 7 I PE 483.9 ! 1 k PE 483.9 I K 48. 1. •;90.D _ r_ x 48 . f x 4 i I 1 } ti PE 485.5 TW 488.0 _--yam- ti I I } FG W 482.0 �I C f k } , #� 3 j y- --- - �� I l I `" I i x 34.1 x 48.)_4 LQ I NG (E 481.01 j I I ti TF 484.0 8. / I I l } i x482.1 i I BOL ILiLER��`_ -EP �, �� '� _ r / `\ �--- / k I ) ( I PROP. STORM DRAIN I I4.5 --- LAK DGE 480. � _ I I � I I I �I f _ _ LAKE EDGE 490.00 j - - \.` x 483.,x. 8, DEE - I i 1 k Q I i I I f 7, .s ` � r 7 12' DEP SE10o 480.7 . f 1 i` k �I 10 ! I N I 11Z DOI�ALI S - EFT r 1 1 �{ _ - _ r - l ` - _ _ _ �` WSE 489.9U -� � 5E-47$.8 -1 k-4,84 2 _ 1 I P 483: O WSE 489.50 yy _ I I 1 E 5 I. 1 l -� -f_ --_- �x483.1 I 71 78 I j'� I u481,5 ! 489.E _ 1 PE 485.0 I x PE 483,5 it + _ f I I x 11.7 f 1t i1 ItiI 1 I LOT PFAFF ! � � � � .� fl '� 1 l _ It 1 •�� f r � � - _ - �-� �. ! x - I I I I I 1 � I, x 4841 85 l l 4 I ll hh rw 496 I I `� � - ` l � � � i � r � � V �C' 1 _ � � l � �` -- -- _ � � � � `- _ � t1 `tom � 7� i � Tw FG W 90.0 x4 3 ' rJ -� _n f� G 33 I x48E.a ( ) x481 f I. F E 48067 4 I NG (E} 90.0) 4 \ / / f _', x 477.6 TF 489. � � , I � _ / t j � l 1 I `� ~, 68 _1 � � y � 70x 482_'- �__- � 1 7 L 4 l �\ x 4�2 1 PE 04-2 ti � 484.2 �� , r E I ti f J 1 1 [ �� I I/ e� I LOT 18 7 F TUBE PE -479.8 k 4s r J f !! S I \ 1 x 482. o i ti N 1 I 5 DRAINAGE ESMT. E 39 - , 88..E LOT 3 x 1 I x74 o 4 x 482.4 { 1 1 1 FgTURE PE=487 5 I 1 1 �� PE `4$2.9 40 ,� x 49Q I J fv IrllA f iESM7�. 1 1 .' f �� 9 [ t t PE 482.9 ` j r� 1 + 1 1� ~ PE I I � �14� s.5�1 � I 0 PE 482.7 1 0 1 TC 481.33 f r 433 _ l _P 2)9) \ I �,Tw 1 1 F LP / l l LP~' J �- , C 1 4 \ _ --� F 0-67 x 4� 6.2 0 °� ` /t _ C ' r ' 67 \ , !84. 80.67 TW 494.0 �i Y l Jfjr �- 1� y PE 483,7 fr' 79. I F W 488.0 �� \ ! - l ` -�` 1 f a GC 1 { N E {48 �ga5.a _ r ti - - / x 6. 'nl l TF 486.5\ 1 _ 1 l 1 % / �1 Ii , 477.8 ' 1 x 4$54.4\ \ I ti ` I 1 38 1� I P� 482.9 x 4s4.z� 1 ] 1 � ` I - I PE 483.2 ` t 41 1 I 1- J `� - - ,#g. A c lA�1�'P.} f i 8 i I I I v I I PE 482.9 j %" x49 I I I \ ,\ TP 481.10 1 ■� '♦ 1��I X478 li I \ 66 - _ LP � 59 I I 7' DEEP • - - _ I " I I �' 82. ' • ` 1�1 x 4 33. i, y J 1 1 1 x ,84,o - � l PE 483.5 1 \ \ PE 483.3 �, �� I y 494.4 Jf 1 I I c W 488.0 48,j l 1 TF 486.487.5} �� J J 1 I i 37� '�'�� f 1 i iJ 55 �� - �� ~�_ $5 ! ! I I x 4813 1 I LOT 4 I + PE 483.8 I �� r� �1 43.4 _ f� i ! : PE 482.8 f y ; + j LOT 17 F TURF PE=48 .5 f I 1 z 1 { I PE 48314 ` ] / zr` I I I FUTiJR PE -47s-0 x 4'� f ! I -� x 485.6 _/ I I 1 14 +I1 I C x y �, I I I so �� j f , �: - J - 64 1 0 o 4 z9 !+ --------- I / ` PE 483.5 / / ,� __ I a i ----------------_---------- ��--� / ! PE 482.4 I 4 7.0 481.0 } I IL FS 481.15 '\ � � � /, 1 � \ - I I TF D A I I � I �j 435,8 , TP 482.85 r I / 5' DRAINA E ESM> . k i I 1 _ �` � p _ _ . 1 a j ,l� - l f I I L x 476.6 + Q L r \ - ! I PROP. TORM D4 I 3� - / TP 4.81.25 _ _ }'� --- - � J _ _' � � }�ry II f 1 } 1 PE 484.2 I I a f r' D.SD% - P X0.50% f sow I j/ 61 I ` -- I I o I x h i � � lei ISI 485.2 I � �� ► � ,I+� II a i l i I 4.6 PE 1 1 1 i I � � I � y I J x x 4f34,5 48`5 f 11J l ` I ` Il I 1 l' I I 11 l ''OT 5 FUTURE PE -485.3 i l k i�v 4 2.8 4� ;..;.2 j I I 0 I I 4 tn 7174 67 34 i 0-00 PE 485.0 ++ ! I ! x 48.4 I x 4 zl I r I I JL64.� ., 4 ! 4 PE' 5.6 ` `- y- } _ta 1 I 11 i�Ix 7,5 PE 46 ~_ {��'� s 62 1 `OT 16 PE 483.7 12' DEEP CROP. DRYWELL , I - I till l l FUT14 Rr; PE-478AY 477.ji 1 -4$�•8 �\ SII I � - � � ! \ �y �� 4! � I t III � � LAKE EDGE 480.38 WSE100 480.70 hh PE E3 ^WSE 479.88 l I`l f 48 I \I )[ �-� I I I I I } I PE 483.8 PE 483.7 l 1 1 1 111 I x 3 1. I Iii x481. 1 J PE` 4� 2.o I � j� 1 �I �1 � 1111 50 ! PE 04.3 ! / - - J TW 4�6.6-7 I i E 488. FG (El 480.67 EG. 7 I - TF 479.6 -1 � 1 n a / x 0 711 1 � f � � � Lo a --CL i --- - �i1� .4{ � - - - f 1 18 TP 485.42 / \ J I -f TP 487.30 l ! : I r 1 _ �$� 'r PE 48f2.G GB - � 1 I r - HP - � ! } � I � k I . �.s`� �� /,� � x 4 E �_l 2 TIN 48743 1 FG E 81.33 b FG } 481.33 J 0.7C}% I - 1 t_ B°� j / I - ` ,C x 4 9..9`TF 480.33 r k:a�4.i -`� - _ -- _>� -- -r- -_ -f -_� _�_` ---- �� `./ -� �� <0 t 7 2 I x 4p0. LOT fi � 1 -�-� � 23 FUTURE PE -484.3 + I 8 x 83.8 I \ - I 1. f k 6131 $fi.1 y PE 487.2 Y ,, SI I I � � . � 22 � l x 482.9 I ! i y/ - F \ I �. _ 24 - __ - 21 i - - PE 4$5.0_ 30 28 27 26- - 25 PE 487.2 � ��.� �- �PE 4 PE _ ...._�. �JPE 483.E 20�" 19 '< l �P 4%8.5 PE -48-8.81- - _- 87.2 487.6 PE 488.0 PE 488.4 1.-_ PE 488.4 n 482.E `_�:b - - 9 2 [� 1 4 - _ x _ _ _ 4 4� _ . x 482.6 _ ` PE 483.2 PE 483.0 a= 1 x 4• J. 4•:i.•, x �Sh.4 x -84. I� � z 1ii[.. 1� TW 4 4,. = _ TW 490.67 ` �_ L J TW 488.0 _ _ TW 488.4 l - �-- FG N 482.4 F,; 'At 48 0 ---- �� -� TW 488-0 l B _ _ T•411 498. 7 -_ TW 493.33 / TM! 493 TW 492.67 f � � � - �:.-�49.4�08.aC>� � ��5�'-�k84�7 r I I x 48f�. ` ` if F 48fi.Fi7 FG - t r_ - - f -� g FG_(NT 487 . F7.3� - - ` -- f FG �548� Q_ NG 48.0 I I 11 487-50 3 TF 483.67 Y �j t NG E (486.67) - fC�is 46 6� _ - -TF-� , _ _ - T- - - _ __ �--485 - - 4 - �- - TF 481.0 J -- - f J 1 _ S 482.0 I 1 TF 48 - TF �7 - - - �--�F 482. TF 48 �3- - , TF. - � TF 481.4 4`� w 48 r . �� '��'Q s x 4 st-j s f - z RTTLf--SLAW-W A - Aij 1.E B6S~ -� `� -` C Z r 4TURETPE- 1�` �'� 475.9 Lai' Lor �o { / 9 1 FUTURE PE -486.5 - 48 o , x 481.5 LOT 8 % �! FUTURE PE 488.5 I ! LOT -11 -- L T 1 o�s� ,�,� 3 _ / v / L T 7 FUTURE PE -465.5 x 48x',.7 Y =8F 3 I FUTURE PE -48611 "\ FUTUR7 fE-481.8 FU 477.9 1 % C / x 48U.c FUTURE 7-48 1.4 I - - - - 7' BUILDING LEGEND SETBACKi � 4 43 44 45 46 PROPOSED PE 483.9 PE 483.4 PE 483.4 PE 483.8 PE 54 53 52 51 ---EMERGENCY OVERFLOW PE 486.6 PE 487.0 PE 487.4 PE 487.8 40' RAW FILL 66,$58 C.Y. PLAN, \P 1 1 I 18' 1$' SUBSIDENCE 5,543 C.Y. PRELIMINARY GRADING PLAI 4031 ---� DRAINAGE TO LAKE >r/f�/j \. r/ f�\ < �/�;`= I 7.5' WIDE STRIP of UNGROUTED WEDGE CURB Pte" TC=TP SHRINKAGE- - OVER -EXCAVATION LOSSES 12,360 13,012 C.Y. C.Y. EXHIBIT DATE ` `- y- } _ta 1 I 11 i�Ix 7,5 PE 46 ~_ {��'� s 62 1 `OT 16 PE 483.7 12' DEEP CROP. DRYWELL , I - I till l l FUT14 Rr; PE-478AY 477.ji 1 -4$�•8 �\ SII I � - � � ! \ �y �� 4! � I t III � � LAKE EDGE 480.38 WSE100 480.70 hh PE E3 ^WSE 479.88 l I`l f 48 I \I )[ �-� I I I I I } I PE 483.8 PE 483.7 l 1 1 1 111 I x 3 1. I Iii x481. 1 J PE` 4� 2.o I � j� 1 �I �1 � 1111 50 ! PE 04.3 ! / - - J TW 4�6.6-7 I i E 488. FG (El 480.67 EG. 7 I - TF 479.6 -1 � 1 n a / x 0 711 1 � f � � � Lo a --CL i --- - �i1� .4{ � - - - f 1 18 TP 485.42 / \ J I -f TP 487.30 l ! : I r 1 _ �$� 'r PE 48f2.G GB - � 1 I r - HP - � ! } � I � k I . �.s`� �� /,� � x 4 E �_l 2 TIN 48743 1 FG E 81.33 b FG } 481.33 J 0.7C}% I - 1 t_ B°� j / I - ` ,C x 4 9..9`TF 480.33 r k:a�4.i -`� - _ -- _>� -- -r- -_ -f -_� _�_` ---- �� `./ -� �� <0 t 7 2 I x 4p0. LOT fi � 1 -�-� � 23 FUTURE PE -484.3 + I 8 x 83.8 I \ - I 1. f k 6131 $fi.1 y PE 487.2 Y ,, SI I I � � . � 22 � l x 482.9 I ! i y/ - F \ I �. _ 24 - __ - 21 i - - PE 4$5.0_ 30 28 27 26- - 25 PE 487.2 � ��.� �- �PE 4 PE _ ...._�. �JPE 483.E 20�" 19 '< l �P 4%8.5 PE -48-8.81- - _- 87.2 487.6 PE 488.0 PE 488.4 1.-_ PE 488.4 n 482.E `_�:b - - 9 2 [� 1 4 - _ x _ _ _ 4 4� _ . x 482.6 _ ` PE 483.2 PE 483.0 a= 1 x 4• J. 4•:i.•, x �Sh.4 x -84. I� � z 1ii[.. 1� TW 4 4,. = _ TW 490.67 ` �_ L J TW 488.0 _ _ TW 488.4 l - �-- FG N 482.4 F,; 'At 48 0 ---- �� -� TW 488-0 l B _ _ T•411 498. 7 -_ TW 493.33 / TM! 493 TW 492.67 f � � � - �:.-�49.4�08.aC>� � ��5�'-�k84�7 r I I x 48f�. ` ` if F 48fi.Fi7 FG - t r_ - - f -� g FG_(NT 487 . F7.3� - - ` -- f FG �548� Q_ NG 48.0 I I 11 487-50 3 TF 483.67 Y �j t NG E (486.67) - fC�is 46 6� _ - -TF-� , _ _ - T- - - _ __ �--485 - - 4 - �- - TF 481.0 J -- - f J 1 _ S 482.0 I 1 TF 48 - TF �7 - - - �--�F 482. TF 48 �3- - , TF. - � TF 481.4 4`� w 48 r . �� '��'Q s x 4 st-j s f - z RTTLf--SLAW-W A - Aij 1.E B6S~ -� `� -` C Z r 4TURETPE- 1�` �'� 475.9 Lai' Lor �o { / 9 1 FUTURE PE -486.5 - 48 o , x 481.5 LOT 8 % �! FUTURE PE 488.5 I ! LOT -11 -- L T 1 o�s� ,�,� 3 _ / v / L T 7 FUTURE PE -465.5 x 48x',.7 Y =8F 3 I FUTURE PE -48611 "\ FUTUR7 fE-481.8 FU 477.9 1 % C / x 48U.c FUTURE 7-48 1.4 I 3 CpBBLEEXISTING LAKE - S FT DEEP WITH 4:1 SIDE SLOPES a STREET SECTION SHRINKAGE - 15% 34200 Bos HOPE DRrvs ■ RAxceo MmArm ■ CA 92270 DRAINAGE CHANNEL 1 "=10' SUBSIDENCE - 0.1 FT TEL.>f?P ONE 760) 320-98U ■ FAx 760) 323-7893 11=4' OVER --EXCAVATION - 3 FT P%L 7' BUILDING LEGEND SETBACKi PRELIMINARY EARTHWORK ESTIMATE PROJECT NAME- THE ESTATES AT GRIFFIN L M E N E M RETAINING WALL PROPOSED s DRAINAGE EASEMENT i ! STEELi GRATE RAW CUT 107,252 C.Y. MAP NUMBER- TRACT MAP NO. 36744 ---EMERGENCY OVERFLOW WALDEN f 40' RAW FILL 66,$58 C.Y. PLAN, I 18' 1$' SUBSIDENCE 5,543 C.Y. PRELIMINARY GRADING PLAI 4031 ---� DRAINAGE TO LAKE >r/f�/j \. r/ f�\ < �/�;`= I 7.5' WIDE STRIP of UNGROUTED WEDGE CURB Pte" TC=TP SHRINKAGE- - OVER -EXCAVATION LOSSES 12,360 13,012 C.Y. C.Y. EXHIBIT DATE DECEMBER 15, 2014 i A r r �N INC. �� 0' S0' 1 Q0' 150' 200' �,� 1 �„ 1 1 RIPRAP TO BE PLACED BETWEEN EXPORT 9,3$2 C.Y. THE END OF THE DRAINAGE -=50'2.5' CHANNEL AND THE EDGE OF TYPICAL ON-SITE ASSUMPTIONS ' PLA�G -It.►1VV1-i LJ I. . c� E�G„mmmo 0 L.um S»vE=4 SCALE 1 cno THE LAKE. 3 CpBBLEEXISTING LAKE - S FT DEEP WITH 4:1 SIDE SLOPES a STREET SECTION SHRINKAGE - 15% 34200 Bos HOPE DRrvs ■ RAxceo MmArm ■ CA 92270 DRAINAGE CHANNEL 1 "=10' SUBSIDENCE - 0.1 FT TEL.>f?P ONE 760) 320-98U ■ FAx 760) 323-7893 11=4' OVER --EXCAVATION - 3 FT