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27892 SDP 2011-919 - LQ Memory Care FacilityON �iimm ° • 0 LmuL'f-'� �� UL " LA QUINTA ALZHEIMER'S DARE FACILITY FINAL HYDROLOGIC AND HYDRAULIC STUDY May 21, 2012 Prepared For JEA Senior Living 12115 NE 99th Street, Suite 1800 Vancouver, WA 98682 Prepared By: TSD Engineering, Inc. 31 Natoma Street, Suite 160 Folsom, CA 95630 AM 110.2720 J gip. ° !o(7 /lz . �t� }!' . r :��t ` 3 - �. `.: �; •� , - r r i, �, . �, �.. ., r � � � r � � , t .ar . � � . .. t r � - a 0 0 • LA QUINTA ALZHEIMER'S CARE FACILITY FINAL HYDROLOGIC AND HYDRAULIC STUDY May 21, 2012 Prepared For: JEA Senior Living 12115 NE 99th Street, Suite 1800 Vancouver, WA 98682 Prepared By: TSD Engineering, Inc. 31 Natoma Street, Suite 160 Folsom, CA 95630 INTRODUCTION This report presents Hydrologic and Hydraulic calculations for the La Quinta Memory Care Facility, which is located in the City of La Quinta. The purpose of this report is to verify that the proposed onsite pipe system has been sized accordingly. This report is not intended to recalculate all hydrologic of hydraulic analysis as it relates to Lake La Quinta. The Lake La Quinta Hydrologic and Hydraulic analysis was prepared by Mainiero Smith Engineering Dated November 1989, see appendix B. The subject 3.9 acres was included in the analysis of the Lake & Dry Wells, which have been sized to accommodate build -out of this property as commercial. The project is located east of Washington Street, west of Caleo Bay Drive, and north of 48th Avenue in the southeast one quarter of Section 30, T.5S., R.7E., S.B.B.M., in the City of La Quinta. Figure 1 in Appendix A, is a vicinity map showing the project location. The 3.9 acre site is part of the City of La Quinta master drainage plan which lies within the FEMA flood zone "X" area, see Figure 2 in Appendix A. There is an existing offsite regional drainage facilities (storm drain, detention basin, and Dry Wells) constructed to serve this property's retention requirements, Lake La Quinta. The onsite storm drain facilities have been sized such that the 10 -year peak flow will be conveyed within the pipe system. Overland release routes have been provided so that there is 1 -foot below the proposed finish floor elevation. Retention requirements are part of Lake La Quinta. Water quality will be provided onsite in a media filter prior to leaving the site and entering Lake La Quinta. Lake La Quinta is not considered a water quality pond. SITE DESCRIPTION This site comprises of approximately 3.9 acres of presently undeveloped land of which a portion of the property will be developed. The site is relatively flat except along the street frontages of both Caleo Bay Drive and Washington Street where 3:1 slopes slope down to street grade. The elevation of the property sits above street grade between • o f t aoL •� � J ---Y*� 2.5 feet to 3.5 feet. Washington Street is located to the west and Caleo Bay Drive to the east. To the north is a vacant lot and to the south is an existing commercial center. Soils at the project site is primarily sand and sandy loam in nature, and have a low to moderate potential for runoff. A soils map, Figure 3 in Appendix A, has been taken from the Soil Survey of Riverside County, CA Coachella Valley Area, as prepared by the Soil Conservation Service, and included for reference. For purpose of this analysis, a uniform soil grouping of B has been selected. PROJECT DESCRIPTION This site will be developed as a Memory Care Facility composed of 1 single story building (totaling approximately 32,756 sq.ft.), associated drive aisles, parking, and landscaping. See Figure 4 in Appendix A for a Site Plan. PROPOSED DRAINAGE • A majority of the site drainage is conveyed via overland release routes consisting of curb, and curb & gutter to drain inlets, see Appendix A figure 5 for a Hydrology Shed Map. All drainage will be conveyed to the Caleo Bay entrance. Onsite storm drain consists of Area Drains that drain the landscape courtyard areas internal to the building and roof drains. Prior to leaving the site, the storm drain will be conveyed through a media filter for storm water quality requirements. HYDROLOGY Design flows were calculated from the Riverside County Flood Control and Water Conservation District Hydrology Manual, dated April 1978. The project site was divided into basins and sub - basins, as shown on the Hydrology Shed Map. The rational method was used to determine the peak runoff for both the 10 year and 100 year storm event for each sub -basin and basin, see Appendix C. Values for C for each sub- area was taken from D -5.2 of the Manual, which has been included in Appendix C for • reference. Intensity duration curves were prepared on Plate D -4.7 of the Manual for • use in the analysis and is included in Appendix C. All runoff generated from this site will be retained within Lake La Quinta as anticipated from the original design of Lake La Quinta. The 10 year and 100 year peak flow rates were calculated using the RCFC & WCD Rational Method Calculation Form, included in the Appendix C for reference. HYDRAULICS This project consisting of new drainage facilities that have been designed to convey the 10 -year peak flow while not allowing the hydraulic grade line for the 100 -year peak flow to rise within 1.0 feet of the pad elevation. The proposed pipe system has been sized to carry the 10 -year peak flow. See Appendix D for Storm Cad pipe flow calculations. SUMMARY As described and supported by the attached calculations in this Hydrology and • Hydraulics report the proposed project can be developed as proposed. Lake La Quinta, Overland Release, and Storm Drain Pipes have been analyzed to confirm they meet or exceed the City's requirements. .7 �J APPENDIX A Figure 1- Vicinity Map Figure 2 - FIRM Map Figure 3 - Soils Map Figure 4 - Site Plan Figure 5 - Hydrology Shed Map 0 • i m Dewl Rowl And ft Indin RiWe Y nsi mtAlcvw Y Country Club Golf. C ax fo. 1 Atie A,* 4 44,042 00#4 cout*y ckk kte 12 Berruda C Divies Axport Palm Nsell Country Club A—, r 44 44 ra l tn(lian wells Golf Course Golf 113. It Ili til!z,ts Aas W'tv.3 Ain Indio ells Ch Indian Vvelis Iq Countryclub Golf Club souln, 111 111 Ave 49 Aar' -48 S ��, a A.SITE -; tMil Aw Colic A-51 Q*0 Covr3c A, Pwk 41 La Quinta Fritz Bums Park I LP 14 Am(4d Palino 90P IH N.T. S. ,-A- Tell-,L-tilo 0 1 Ooogle - Map d aial QN01 i-*oogje - Tvnw -A U,,;t� - Edk in t"00gle tt'll VICINITY MAP NOT TO SCALE A., 119 .• MaB 21 77- 4: MaD 1' 4AA InV 4� ta A CPA 4) ;CPA MalX"- MaD Lti------- ....... 'pA l Is :Nell MaB r . z is Ma MaD MaB a .32 J, Mao MaB MaD 50: M.D A ­GbA Art; julaDr?� Is MaB 71M. MMM :mss re ��� �� a ♦♦ ♦ + AA � �A ♦, A ♦� . FAIN ...... ................... ■... ■ ■It ■ ■.� +� ♦ + ♦♦ �+ ♦ � ♦ ♦+ FEWS t ■ ■ ■ ■II■■■LI ; ♦; ♦♦ NO ■tom 'in II ■ ►JLI 1 ■■■I.I i 6 e o__ a � • 0 _C N W 70 xa c� ai az W O a O r°, N NO Z O o° N .��I. .9Z 0> rrn r o m D ©+ l�` I I I IX. } ` XXX to z fit bD .'h o D Z n �c�.��" �� �Y• eti /;`{� /�� / // �9�� � d CAD C7�yy N VxX)1 � a Q $ y i <6 o z Its. I I ct i LA QUINTA 0C96 ° °" R E V I S I O N S AGENCY APPROVE TSD APPROVED m SYMBOL DATE DESCRIPDON BT DATE BY DATE 31 Natoma Street, Suite TY16o MEMORY CARE FACILITY „ D Folsom, CA 95630 w PARCEL 2 OF P.M. 27892 csF ■1■ Phone: (g16) 608 -0707 v� !3=014 30, TOWNSHIP 5 SOUM RANGE 7 EAST DW Fax: (g16) 608-0701 yF� p1ECNED BY: {:� SITE PLAN cis '■ TSD ENGINEERING, INC. LGq IN THE CITY OF LA QUINTA, CA DAB expect more. NSrT°p CML IMPROVEMENT PLANS ov3om 7ro1ect, \178- ODI \02 DWG \C - 0W \IMPROV\LO -C -0I Site PI—d q, TSD ENO. 17:06:75. 02 -23-12 INITIAL SUBMITTAL - PRECISE GRADNG PLAN - NOT FOR CONSTRUCTION - 01/30/2012 I'II (a.. r.al A I Al UND Ie l� I /,nom �f 'LANI �BE1 �a . I /♦ >� ffi r 1 I a I f ,l f r i' a1 ii �,X w � ly � I e / I , i �I. a / o a , APN: 643 - 200 -032 KUKBO DESIGN CO PART `r I Ji P,N , NO, 27892 182 P,1\11, 63-66 I, vom, VIA �,..�C:T ,, Y i I Aa Avoid cutting underground utility lines. Its costly. CONSTRUCTION NOTES Call 2 CONSTRUCT 4.5" AC ON 10" CUI AB OVER 12" COMPACTED SG \ V A\ � ` 03 CONSTRUCT 6" PCC ON 4" CLII AB OVER 12" COMPACTED SG \ before you ® CONSTRUCT 6" MEDIAN CURB PER CITY STD DTL -210 Dig. 50 CONSTRUCT 6 CURB &GUTTER PER CITY STD DTL -201 ♦ ?� E / \ , \\ ° © CONSTRUCT 4 , VALLEY GUTTER PER DTL cs 1- 800 -227-2600 70 CONSTRUCT CONCRETE SIDEWALK Gs UNDERGROUND SERVICE aERT (USA) ® CONSTRUCT ACCESSIBLE CURB RAMP cs c NOTICE TO CALL A MIN. 9[] CONSTRUCT DETECTABLE TRUNCATED DOME WARNING SURFACE Gs 48 HOURS PRIOR TO (WAUSAU TILE, TYPE 3, SERIES U4008) OR APPROVED EQUAL a� CONSTRUCTION. V° ` 0 CONSTRUCT COMMERCIAL DRIVEWAY PER CITY STD DTL -225 11 CONSTRUCT 18w WIDE PCC COURTESY LANDING CONSTRUCT ACCESSIBLE PARKING STALL e �.�\\��✓ ♦ X \y i� �,., '� 03 CONSTRUCT CROSSWALK PER ARCH DETAILS (COLOR & PATTERN) (MAX. CROSS SLOPE 27., LONGITUDINAL SLOPE 4.9X MAX). CONSTRUCT TRASH ENCLOSURE PER ARCH PLANS ♦ ° ♦ �� \, ♦� •,� , \ y� 05 CONSTRUCT COVERED PARKING STRUCTURE PER ARCH PLANS © CONSTRUCT TRANSFORMER PAD , p ` 17 CONSTRUCT 6' X 12' GENERATOR PAD 4" PCC ON 6" AB ♦ ♦ ° \\ ��'� ® CONSTRUCT BIKE RACK PAD PER ARCH PLANS D CONSTRUCT 6-0 PIPE BOLLARDS Gs /� ®0 CONSTRUCT 6' HIGH FENCE PER ARCH PLANS j � X ` 21 CONSTRUCT 4' MAN GATE PER ARCH PLANS \A °* ©2 CONSTRUCT SITE LIGHT POLE PER SITE ELECTRICAL PLANS ,. \ CONSTRUCT ,MONUMENT SIGN PER ARCH ' PLANS 1 F 4 CONSTRUCT U _ \ NAUTHORI D P ZE ARKING SI � < GN ♦ / ! 'y/ ♦ H 5 CONSTRUCT UCT ACC S I BLE ROUTE SIGN GB � A ��\ ®.CONSTRUCT STOP SIGN (R1-1). Gs . \r ©7 PAINT PAVEMENT LEGEND. Gs K d O ® PAINT 4 " WHITE PARKING STALL STRIPING., Gs NN 111MIN1,61 ._ . .. 1. ... .r. .. ,... ... _b .k.. : ., M ,, xz, .'t•. u... .# ... ., ,vt_ f ■ K ab , s. �. nfxin.S♦ a' : €.. kt. .i ..nL r .. 4 1. W 'ivlx . x uF. , �I ,... ._��.... ,>r.. -.�,, ., .._.a��'.u�4.._, �e������o���n .�� IR�Y' s,,�+ __ ,a, s u��cc�<__ x._. �> ��e zz# �4....., �,��.,..�:.x..A�__..._.,,..:�u. ..._.r.._. �,< -__, _._. - ._ >_._ ... <._. -,_ .,__ _,,..� .._. -._., .__. ,..,.:, _.__..,.,,._�_ ......_.a,r.,. _.- ,�., .4 �,�. <�.�_�..,._,� .� •. � � No. 58930 �" * Exp. 6 -30 -13 O Nr, 0 ar °° o O L-Ln �� 4-J ON n a U o� (al0=\-0, Z 2 0 to X m LL o. IL �1 Co C 4J U a v ■ , t 80' Cl•J� PARCEL I l P AIR CE I :J � E ( OYY P, IM, NO, 3124 B 20 J -P,IM. 141-15 � I S scale:l " =zo' ---- 71 N F 0 0 LO r i I 0 0 ;W ° a 0- Q o� V)m W O w a-< a- o Q U Z } w m 0 Q z 0 a Z U V) o W CD) U) > Q: o� _3 O� m �I ■ , t 80' Cl•J� PARCEL I l P AIR CE I :J � E ( OYY P, IM, NO, 3124 B 20 J -P,IM. 141-15 � I S scale:l " =zo' ---- 71 N F 0 0 LO r i I 0 E �ell 0 H A N ml� T al jp INC I F MI P qjA A Ir f, "ALGRELNS FF _+ 3,3 scafe.- 1"=30' qw expect rt M. U 30 0 15 30 60 31 Natoma Street, Suite Oi6o FOISOM, CA 95630 Phone: (916) 608-0707 Fax: (916) 6080701 JA �M%Rzwff it I IMO-Q I,' A 4NEWMa MFW APPENDIX B Hydrology & Hydraulic Analysis of Lake La Quinta Tentative Tract No. 24230, Dated November, 1989 • HYDROLOGIC AND HYDRAULIC ANALYSIS LAKE LA QUINTA TENTATIVE TRACT NO. 24230 LA QUINTA, CALIFORNIA UPDATED NOVEMBER, 1989 AUGUST, 1989 Prepared for: oQ�pF ESSION�I �!�'RT S. S F� CD s � y '�/n �7 A.G. Spanos Construction, Inc. 9449 Friars Road San Diego, California 92108 Prepared by: Mainiero Smith /Spiska Engineering a Joint Venture 777 East Tahquitz Way, Suite 301 Palm Springs, California 92262 (619) 320 -9811 • C2 tl' 9TF OF 0 TABLE OF CONTENTS PAGE A. Project Description 1 B. Hydrology 2 C. On -site Drainage System 4 D. Off -site Drainage System 7 E. Conclusions and Recommendations 9 • Appendix I Rational Method Computations of On -site Storm Runoff - 10 Year Storm II Rational Method Computations of On -site Storm Runoff - 100 Year Storm III Computations for Lake Storage Requirements, Catch Basin Sizing, Pipe Sizing and Swale Capacity IV Rational Method Computations of Off -site Storm Runoff • FIGURE NO 1. 2. 3. 4. 5. 6. 7. B. 9. LIST OF FIGURES FOLLOWING PAGE: vicinity Map Soil Conservation Service Soils Map Portion of F.I.R.M. Panel 2260A Runoff Coefficient Curve - Soil Group B Intensity - Duration Curve Calculation Sheet Time of Concentration Nomograph Rainfall Depth Calculation Sheet Rainfall Patterns in Percent 100 -Year, 24 -Hour Hydrograph 1 1 3 3 3 3 3 3 3 • PROJECT DESCRIPTION The proposed development will consist of 281 single - family residential sites, 10.1 acres of multi - family units and 20.4 acres of commercial use on approximately 151 acres. The project is located in the southeast one quarter of Section 30, T.5S., R.7E., S.B.B.M., in the City of La Quinta, California. It is bounded on the west by Washington Street, on the north by 47th Avenue, on the east by Adams Street, and on the south by 48th Avenue. Figure 1 is a vicinity map showing the project location. Soils at the project site are primarily sand and sandy loam in nature, and have a low to moderate potential for runoff. A soils map, Figure 2, has been taken from the Soil Survey of Riverside County, California Coachella Valley Area, as prepared by the Soil Conservation Service, and included for reference. For the purposes of this analysis, a uniform soil grouping of B has been selected. In its approval of Tentative Tract No. 24230, the City of La Quinta imposed a condition that the project retain 100 -year storm drainage on -site and /or construct a piped drainage system to the La Quinta Evacuation Channel, including street drainage flow from the adjacent one -half width street sections adjacent to the project. The proposed drainage plan meets this condition for Basins A through T and Basin V. Runoff from Basin U, which is tributary to the proposed low point in 48th Avenue will be conveyed to The Pyramids for storage and infiltration. »-- pp P2 so oc lol. Stitt Ell "01 mTrail so. Ma Trailer M: Nuts Dec ep gr iter AVEMUM Water Well 06 0 JOB NO. N By PREPARED UNDER DIRECT SUPERVISION OF MeWero, fthh/Spleks En#nearin IK� DRAWN BY SIGNATURE 41 A.=, R.C.E. NO. Doak of lisimm us DATE I—SHEETS %19 !!t maI3 21 MaD e6. In P" er, W CPA if E.O.AcAl IX S 'A- P,�e aD . . . . . . .. . ......... ........ 1 T CPA D': CPA CPA -f 7% n is Nell IP , OR' el at% is MaD MaD MAB 7. alb .F'Lf, ID f MaB MaD M a B MaD 0 .32 MaB fly - Z, 'A f -xv MaD, a -XI 'GbA z Is MaB 9m1 X91 • The Flood Insurance Rate Map (FIRM), prepared by the Federal Emergency Management Agency for unincorporated portions of Riverside County designate the project site as Zone C. Zone C designation indicates that the site will be free of inundation from off -site sources during a 100 -year runoff event. A copy of a portion of FIRM Panel 2260A is included .as Figure 3 for reference. The Riverside County Flood Control and Water Conservation District (RCFC & WCD) Hydrology Manual has been used as the basis of this analysis and report. The project site was divided into basins and sub - basins, as shown on the Drainage Plan, based on seventeen points at which runoff could conveniently be transported to the drywells for infiltration or to the. lake for storage. The Rational Method was used to determine the peak runoff for both the 10 year and the 100 year storm event for each sub -basin and basin. Values for C for each type of development were taken from D -5.2 of the Manual, which has been included as Figure 4 for reference. None of the tabulated intensity charts of Plate D -4.1 are applicable to this project. Therefore, a set of intensity- duration curves was prepared on Plate D -4.7 of the Manual for use in the analysis and is included as Figure 5. 0 2 The 24 hour duration storm has been used as the basis for determination of required storage volume for both the 10 -year and the 100 -year event. The 100 -year rainfall depth was taken from Plate E -5.6 of the Manual.. The 10 -year rainfall depth was determined using Plate E -5.7 and the data on Plates E -5.5 and E- 5.6. Figure 7 shows the results of that determination. The time distribution of the rainfall during a 24 -hour storm has been taken from Plate E -5.9 of the Manual which tabulates the percentage of the total 24 -hour rainfall volume by increments of time. The percentages have been plotted in Figure 9 to produce a hydrograph of the 24 hour storm. This hydrograph shape is equally valid for both 100 -year and the 10 -year storm events. This hydrograph has been used to determine required lake storage volumes and to determine the volume of water to be released to The Pyramids. As a matter of convenience, Plates D -5.5 and D -5.7 of the Manual have been used to determine street flow depth and velocity. While these plates vary slightly from the actual proposed street cross - sections, they produce conservative results. • 3 i i7 �i .BITS DED 0 PrSc-T' 5q'S 1 EA C ZONE C c Q O ac ENUE (/1 J Q d W Z Z O W W LL LL W DRIVE of ZONE C ENE A-1 City of Indio AREA NOT INCLUDEI ZONE A Cityy of Indio(�� AREA NOT INCLUDED ■ ■I.■ ■I. %..t ■I.d.►j■■ ?9 WA■WA■■.r�d ,/■■■■u..■ 'A■.■I. NNFA ■■■■'i■■rm ■...,■■■lAm ■.."■■r.■■ ■■ILEA■■ ■■,/.■r,■■■ ■W1■.'.■■■ ■...■.,■ ■.4 ■,l■ ■!I ■■■■ ■'1 ■/I■■ ■I ■./I■■.■ ►I 1i■ ■►I/■ ■I■ II■IM■■ ■,l■ ■ ■II■■■W.■ ■.11.■■IA■ RUNOFF COEFFICIENT CU- SOIL GROUP-B ■■ ■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ COVER TYPE—URBAN .- ■■.■.■■..■■■■■■.■.■....■■/■■■■■■..■ AMC—Ij 1 (RUNOFF INDEX NUMBER 56) , I - 7.\IJIy Isis ,ilid!ilL- ihWANEI %Ii ILI1•I:t3.`100J31 _aLmrni= ■ • 0 • Tc1 . LIMITATIONS: L 100. I. Maximum length =1000 TC 1000 90 2. Maximum area = 10 Acres 5 900 80 j TO A 800 . b w 700 60 g' Z o 200 7 C 0 d C m 600 $ o o 1 8 C i E o° 1103 o 0 9 0 _$' C 20 ° 500 a (t) 10 '' � 35 ; 6 10 w K A� 400 w Undeveloped Good Cover 0 I 2 12 c 0 350 r 25- Undeveloped c �e0 U. ° c Fair Cover .. 14 '~ E _ 0 :3 2 300 15 ° C 290 Poor Dever 1 .2 ° _C ° i t single/ t anlly 50 .2 17 E J 250 .. f6 (1/4 Acre) • 1g ` C 15 ._ 19 c..i c 14 % 20 c 0 200 `A 13 / cc J 12 w 8 1I 25 ISO ° / - ° 9 L♦H- Tc -K -Tc o :F= 8 30 EXAMPL : E 7 (1) L= 550,.H = 5.0,K= Single Family (1/4 Ac.) 35 Development , Tc =12.6 min. 6 ' 0� 11100 (2) L =550 , H =5. , K = Commercial 40 Development , Tc = 9.7 min. . 5 �- 4 Reference: Bibliography item No. 35. R C F C w C p TIME OF CONCENTF HYDROLOGY MANUAL CAM 11k11T1 A 1 CI 1m p A• ..•r A Z 0 � 0 A 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2-year and 100 -year values from maps for a specific duration, then connect points and read value for desired return perlo .d. For example given 2 -year 24 -hour = 3.50° and 100 -yaar 24-hour--10.40",z5-year 24 -hour = 7.80 Refaanee: NOAH Atlas 2,Voiwee 3Z- Callfornia ,1973. RAINFALL DEPTH VERSUS R C FC S. W C D RETURN . PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES PLATE E -5.7 -� • • • �y 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2-year and 100 -year values from maps for a specific duration, then connect points and read value for desired return perlo .d. For example given 2 -year 24 -hour = 3.50° and 100 -yaar 24-hour--10.40",z5-year 24 -hour = 7.80 Refaanee: NOAH Atlas 2,Voiwee 3Z- Callfornia ,1973. RAINFALL DEPTH VERSUS R C FC S. W C D RETURN . PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES PLATE E -5.7 W 0 M PA O RAINFALL PATTERNS IN PERCENT Sp 3- HOUR STORM I 6 -HOUR STORM 24 -HOUR STORM TIME $ -MIN IC-MIM 15 -MIN 30 -MIN PERIOD PERIOD PERIOD PERIOD PERIOD .S 1.1 1.1 3.6 .6 1.2 1.9 ♦.3 .6 I.3 2.1 •.0 .6 1.• 2.2 •.9 .6 1.• 2.4 s.3 2.• S. 2.• 6.6 .T 1.6 2.S 9.0 .1 1.6 2.6 11.6 .1 1.6 2.1 1•.• .1 1.6 2.0 25.1 3.0 •,• 3.2 .6 1.6 3.6 .e l.e •a .0 l.e •.1 .e 2.0 s.• .6 2.0 6.2 .e 2.1 6.9 .e 2.2 1.5 0 2S 1•6 .6 3.0 3. .9 3.2 1.• 0 .e 3.s .9 3.9 .9 •.2 .9 •.S .9 •.e .9 S.1 .9 6.1 .9 e.1 1.e 10.3 1.0 2.e 1.0 1 0 .S Lo 1.l 1.1 I.l l.i 1.3 1.• 1.• I.S I.S 1.6 1.e TIME PERIOD S -MIN PERIOD TIME PERIOD S -MIN PERIOD 10 -MIN PERIOD 15 -MIN PERIOD 30 -NIM PERIOD 1.1 C) 1 .S l.2 3.7 6. S ,D .3 : 3 1.7 1.l 2.• 3.3 •.e s.l 10.0 13.9 .3 .6 1.6 52 2.0 • .• D v • 1.1 3.3 •.9 11.4 2.6 5• s 1.3 ].3 6.6 29.9 SS 2.2 • 1./ 3.• 1.3 :0.3 r-- a t Is •.• e.• 2.• 9 .• 6 t.6 •.2 9.0 11 .• l.S 9 1.6 5.3 12.3 .S 1.i 1.0 10 .1.5 S.1 11.b 1.6 1.3 O1 11 1.6 6.• 16.1 10.6 62 3.6 12 1.6 5.9 •.2 63 3.9 1S 13 2.2 7.3 64 •,2 16 .6 1• 2.: e.S •,1 17 .6 3.0 Is 2.: !•.1 1e 19 .1 .1 3.3 3.9 1.9 1.3 16 2.0 14.1 .0 •.3 1.2 6e 11 x.6 3.e 3.0 I.l 6v ,e le 2.1 2.• 1.0 10 .S 23 19 2.• .9 11 .3 2• .0 20 2.1 12 .2 2S .9 S.1 21 3.3 26 .9 S.T :2 3.1 21 1.0 6.e 23 2.9 1.0 •.6 2• 3.0 3.3 30 2S 3.1 31 1.2 :6 •.2 32 1.3 ].e 21 S.0 33 1.5 .0 26 3.S 3• 1.5 .0 29 6.e 1.6 1.0 30 1.3 .9 37 31 e.x 3e 2.0 32 5.9 39 2.1 _D 3i 1.e •0 2.2 ,S Z •1 11 .6 Z 35 1.6 1.S .S 36 .6 .S TIME $ -MIN IC-MIM 15 -MIN 30 -MIN PERIOD PERIOD PERIOD PERIOD PERIOD .S 1.1 1.1 3.6 .6 1.2 1.9 ♦.3 .6 I.3 2.1 •.0 .6 1.• 2.2 •.9 .6 1.• 2.4 s.3 2.• S. 2.• 6.6 .T 1.6 2.S 9.0 .1 1.6 2.6 11.6 .1 1.6 2.1 1•.• .1 1.6 2.0 25.1 3.0 •,• 3.2 .6 1.6 3.6 .e l.e •a .0 l.e •.1 .e 2.0 s.• .6 2.0 6.2 .e 2.1 6.9 .e 2.2 1.5 0 2S 1•6 .6 3.0 3. .9 3.2 1.• 0 .e 3.s .9 3.9 .9 •.2 .9 •.S .9 •.e .9 S.1 .9 6.1 .9 e.1 1.e 10.3 1.0 2.e 1.0 1 0 .S Lo 1.l 1.1 I.l l.i 1.3 1.• 1.• I.S I.S 1.6 1.e TIME PERIOD S -MIN PERIOD TIME PERIOD 1S-MIM PERI00 30-MIM PERIOD 60-MIN PERIOD 49 1.1 1 .2 .S l.2 SO 1.6 2 .3 .1 1.3 51 1.9 3 .3 .6 1.6 52 2.0 • .• .1 2.1 53 2.1 5 .3 .0 2.6 5• 2.1 6 .3 1.0 2.v SS 2.2 1 .3 1.0 3.e 56 2.3 a .• 1.1 •.6 5? 2.• 9 .• 1.3 6.3 56 2.• 11 .• l.S 0.2 59 2.5 11 .S 1.i 1.0 60 2.6 12 .5 1.6 1.3 O1 3.1 13 .S l.6 10.6 62 3.6 1• .S 2.0 ll.• 63 3.9 1S .5 2.1 le.• 64 •,2 16 .6 2.S 0.5 65 •,1 17 .6 3.0 1.4 66 S.6 1e 19 .1 .1 3.3 3.9 1.9 1.3 61 1.9 20 .0 •.3 1.2 6e .9 21 .e 3.0 I.l 6v ,e 22 .1 •.0 1.0 10 .S 23 .e 3.0 .9 11 .3 2• .0 3.S .e 12 .2 2S .9 S.1 26 .9 S.T 21 1.0 6.e 26 1.0 •.6 29 1.0 3.3 30 1.1 S.1 31 1.2 •.T 32 1.3 ].e 33 1.5 .0 3• 1.5 .0 3S 1.6 1.0 36 1.1 .9 37 1.9 .e 3e 2.0 .S- 39 2.1 .T •0 2.2 ,S •1 11 .6 •2 1.S .S •3 2.0 .S •• 2.0 .S •S 1.9 .S •6 1.9 .• N 1.1 .• •0 1.8 .• NOTES: I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 8k 3,1938. TIME 15 -MIN PERIOD PERIOD Mainiero, Smith /Spiska Engineering A J O I N T -V _E N T U R E CIVIL. LAND DEVELOPMENT, AND ENVIRONMENTAL ENGINEERING -SURVEYING IDQD Bank of Palm Springs Centre 777 East Tahquitz Way Telephone (619) 320 -9811 / FAX (619) 323 -7893 rSUBDIVISION L-A L--A QLJIhITA PROJECT 7066 N � a Z oo IU f� 01 J 2 E 2 I a u � : F 1 2 I a • ON -SITE DRAINAGE SYSTEM In accordance with the requirements of the City of La Quinta, all storm runoff generated within the project boundary will be retained on -site, with the exception of Basin U which will be conveyed to The Pyramids for storage and infiltration. The project site will be graded to direct storm runoff generated in Basins A through T to the proposed lake. Runoff will be collected to the streets by overland flow and routed to low points created along Avenida Del Lago and in each cul -de -sac. An interceptor with a grated opening will be located in the flowline of the curb and gutter. Low flows (car wash and lawn - watering) will enter the interceptor and be infiltrated by the drywell. Where the sidewalk is detached, flows that exceed the capacity of the drywell will flow over a depressed section of curb and along a swale to the lake for storage. The sidewalk will also be depressed to pass the flows. Where the sidewalk is attached to the curb, flows in excess of drywell capacity will pass through an under - sidewalk drain to the swale. The interceptor will remove debris and gravel from the runoff prior to the drywell unit. When flows exceed the capacity of the drywell unit, runoff will be diverted to the lake via a swale for temporary storage. The pipe connecting the interceptor to the lake will be sloped to drain from the lake to the interceptor to • 4 return stored runoff for infiltration and to prevent stagnant water from standing in the overflow structure. The interceptor and drywell units will be located in or immediately behind the attached sidewalk to facilitate access for maintenance. The drywell units to be incorporated into the project will be the Maxwell IV units, as designed and constructed by McGuckin' Drilling, Inc. of Phoenix, Arizona. These units, which incorporate a deep (20 -100 feet) rock - filled sump, are capable of infiltration rates in the project area of from 0.5 to 3.0 cfs, according to McGuckin representatives. For the purpose of this report, an infiltration rate of 0.5 cfs has been selected. The runoff from a 100 -year storm event will follow the same path as the 10 -year runoff to the curb inlets. Runoff will follow a swale to the lake, where it will be stored for later infiltration at the drywells. The lake has been sized and graded to provide storage for 100% of the anticipated runoff from a 100 -year storm. Such an event would-produce about 37.28 acre feet of water which would raise the lake surface 1.55 feet. It is important to remember that this only occurs if there is no infiltration at any of the seventeen drywells. Assuming normal operation at a minimum rate of 0.50 cfs per drywell, the lake surface would rise about 0.95 feet. This storage volume would be released through infiltration over a period of about 30 hours after the end of the storm. All of the house pads around the lake have been graded to.be at least • 5 2.0 feet above the maximum water surface elevation, with no • allowance for infiltration. In addition, Vista Del Lago has been graded to provide an emergency spillway to the exterior of the project below the lowest pad elevation for runoff from storms which greatly exceed the 100 -year frequency. Basins V -1 and V -2, which are located along Washington Street, could not be graded to drain to the lake due to the very flat existing street grades. Washington Street will be graded to two low points, located near the center of each sub - basin. Water will be taken off the street by a curb opening and stored in a depression located in the 20' landscape setback adjacent to Washington Street. A drywell unit will be placed in each depression to provide infiltration. Complete calculations and details of this system will be prepared and provided as a part of the design package for Washington Street. • 6 • OFF -SITE DRAINAGE SYSTEM As previously noted, the City conditioned approval of the Tentative Map on either retaining storm drainage on -site in the lake or providing a piped system to the Evacuation Channel. This requirement included street drainage flow from the one -half width street sections adjacent to the project. As shown on the Drainage Plan, this condition has been met for all of Washington Street and 47th Avenue, and for a portion of Adams Street. However, this condition could not be met for street drainage flows generated on 48th Avenue and on a portion of Adams Street. Immediately south of the project, The Pyramids, a concurrent project by others, has begun mass grading operations under a Mass Grading Permit issued by the City. As a part of this grading, 48th Avenue is being cut to slope at about 0.50% from Washington Street to a low point approximately 600 feet west of Adams Street. This low point of 48th Avenue will be at elevation 50, or about 6.5 feet below the normal water surface elevation of the lake. Further, the Evacuation Channel, which is approximately 3000 feet east of Adams Street, has a design water surface elevation' of about 50. Therefore it is not possible to take storm flows from the north half of 48th Avenue and from a portion • 7 of the west half of Adams Street either to the lake or to the • Evacuation Channel. The portion of the half width of 48th Avenue and Adams Street tributary to the low spot is shown on the Drainage Plan and has been labeled sub - basins U -1 through U -5. The tributary area will produce approximately 1.07 acre feet of runoff at a peak instantaneous rate of 12.8 cfs during a 10 year storm, and about 1.92 acre feet at a peak instantaneous rate of 22.6 cfs during a 100 year storm. An agreement, a copy of which has been included for reference, has been reached with the developers of The Pyramids whereby any storm runoff from Basin U which cannot be disposed of by infiltration on the north side of 48th Avenue may be passed under 48th Avenue and routed, to a.retention /infiltration pond. The pond is a site previously designated by The Pyramids for collection and disposal of runoff generated within that development. The additional runoff, about 0.37 acre feet, will raise the water surface about 0.3 feet, and be infiltrated by an additional drywell unit. • E CONCLUSIONS • The storm drainage system for the Lake La Quinta development will retain all runoff on -site, except runoff generated on 48th Avenue and on a portion of Adams Street., The runoff from the 10 year storm will be collected to interceptor /drywell units located behind the curb. Flows which exceed the drywell capacity will be temporarily stored in the lake, which may be expected to vary approximately 0.4 feet in water surface elevation. The runoff from a 100 -year event will follow the same path as the 10 -year flows, but will surface drain via graded swales from Avenida Del Lago to the lake. A system of pipes will return stored runoff to the drywell units. The water surface will rise about 1.0 feet during a 100 -year storm. • • 9 AInHanoau3 HA OT 33o -Rnil xvaci I xiaNaddv • • • . i 0 W" R C F C IN W C D, HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT L-°v-e LA, Qu i►JTA FllEOUEM CY ID R- 0• Sheet No.._ of __Sheet: Calculated by Checked by • - --- -- -- — JIM'-- DR - AINAGE iL AREA.. logo MR- laffin 0 mm mmm • �� �_-_--�� ��■�t�mmmmmm® . mmm ®mmmmmm mmm mmmmmm m 4� v N i • R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FAE�UEYCY to �Op' • Sheet No.._ of ._Sheets Calculated by Checked by •--"'—�' —�'�— DRAINAGE AREA r _ MOM mmmm -�-- _-_--- mmmmmmm L 0 N 4 r R C FC a W C 0 HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM • Sheet No.. of _Sheet: PROJECT LA- Q1' 1 " 14' Calculated by ___ FREQUENCY �d`(�- Checked by •' -"'--' -�'-- DRAINAGE AREA mmin _ _ il�llll =��m m® MOM mmm 31 4 0 R C FC a W C D HYDROLOGY JMANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY =4- Sheet No.. of ,,._Sheets Calculated by - 39yi•__ Checked by -JBJM--- DRAINAGE L 1 an- r -AREA m--__-_® • 1 4 1 0 N � s R C FC & w C Q HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM • t Sheet Na_ of .._Sheets PROJECT — °��-E Lk- Q�"ti'rA Calculated by __.___��_zK ___ FREQUENCY _IC> Checked by • -------- — llrft --- DRAINAGE AREA- _ 0 N R C FC a W C O HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY �j Sheet Na._ of ...Sheets Calculated by ___- _- �__��__- Checked by - -- - - - - -- - 'Bin - D_ MEMO , -AREA 000 I .4 r R C FC & W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREWENCY Sheet No.. of .,_Sheets Calculated Checked by •�—� ---�— ��'-- DRAINAGE AREA orm --Mono v N r 0 R C F C a w C D HYDRmm MANUAL RATIONAL METHOD CALCULATION FORM r Sheet No._ of _Sheets PROJECT = L- c��E L-A Qui ``T�'' Calculated by __ _ FREQUENCY Checked by 'BJM--- DRAINAGE - - - _ mmmmm _ MOM R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY Io P- Sheet No.— of — Sheets Calculated Checked by •'�"�� -' ��' DRAINAGE AREA �' M�M_-_--m� MR a • R C FC � W Ci HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM • Shoot No.._ of ._Shoots PROJECT ""-rr -: L".'2u1" A' Calculated by FREQUENCY Chocked 1 °Y� Chocked by - --- --- —JjXyt DRAINAGE AREA , MOM MOmMm�����s�� R C FC a w C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM sheet Na _ of ...Sheet: PROJECT Calculated FREGUENCY ►O R- Checked by •-•---- -• �� --- D-. 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FREQUENCY I =' Yp ' Shoot No.. of — Shoot: Calculated Dy _____ °_ Chocked by –151M – D - AREA R C F C a W C D, HYDRoLoGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT Qu 1 "Ta FREQUENCY e- Sheet No.. of ._Sheen Calculated by -8 •---- '6rt'� - -- Checked by •-•-•• - -• - 7t3'Y!- DRAINAGE AREA- - ,O - - - � � �� lea �� �■ �� R C FC a W C HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT LAY-s L tk Qum�rm f11EQUENCY - • Sheet No.... of ._Sheets Calculated by __ �C�2__•�lf�••_ Checked by •-��� - - -- -�- DRAINAGE AREA m" ----�-_--_- anuanbau3 ua 001 330 -Nnu xvad II xiaNadav C. • • . . . 0 • R C FC a W C }-HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT LAk.E LA, 1siQT4 - FREQUENCY IDS �P • Sheet No...._ of ._Sheen Calculated by Checked by • �—�• - --- ���— DRAINAGE AREA - OWN , _ • I j ♦ i� 1 • iii s � _-_--_� R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT L-t-.C�)uwTA FREQUENCY • Sheet No.. of ...Sheets Calculated by __._ _- 3tyt- -- Checked by --- ---- -- — JSM - -- DRAINAGE AREA MEN -liammom i u 10 • i R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM 0 Sheet Na_ of ._Shoats PROJECT t_ -Av-F- Calculated by FREQUENCY 100 Yom• Checked by •'—'----- — ��y�--- DRAINAGE AREA MEN E mmmmm r • R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT LAS L.o. Qu t "TA- FREQUENCY 100 2 0 Sheot No.— of — Shoots Colculoted by____ __15xyt --- Chocked by JSM--- DRAINAGE - - - _ MEE mmmm mmmm mmmm ----_—_--�— I R C F C a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT FREQUENCY _ • Sheet No.,_ of _,_Sheets Calculated by _,sxyt__.. Checked by —JSJM'-- DRAINAGE AREA OEM am m 0 - - MM �� Z• �—____� mm mmm mmmm RON mmmm = ® ® -. - z- —_m_—�� �1 7 V 0 0. R C F C a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT LA►c-E. 1�.Q�'► -'r° FREQUENCY loo C] Sheet No.— of ._Sheet: Calculated by Checked by •-�"'�-' -�'-- DRAINAGE ' - - mm u� V Is 0 R C F C a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT "v-F- La, c2 ui Grp, FREQUENCY \CC> YR- Sheet No.. of _Sheet: Calculated by ___ __.isiryt ..__ Checked by •'-"'--' JSIM'-- DRAINAGE RON Ba r . , —AREA e �i • R C FC a W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT "u—s. 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Chu t"TA Cy loo Ye r Shoot Na_ of ._Shoots Calculated by _.___.isLyt_•_ Chocked by —11in- DRAINAGE AREA , • APPENDIX III LAKE STORAGE COMPUTATIONS INLET & PIPE SIZING 0 • Mainiero, Smith /Spiska Engineering A J O 1 N T V E N T U R E CIVIL, LAND DEVELOPMENT. AND ENVIRONMENTAL ENGINEERING • SURVEYING (lit t Bank of Palm Springs Centre 777 East Tahquitz Way Suite 301 Palm Springs, CA 92262 -7066 Telephone (619) 320 -9811 / FAX (619) 323 -7893 • SUBDIVISION LAS LA QuIWT4 PROJECT SUBJECT RLAwOFF- RUi.1 bFF a► A SI►J AQEA ..._ C.... :..... - RuNaFF.., :..�.. A 1"7.A7 AG. ,2 zo .......... . G S.. 3� .50... ... D 4 O. W-S :: . 5.41 ..• moo• ".. :___. .1..014:...:: .. _ .................. _.._.... • Z. 2 . S3 ' .10�.. .:' .. 39 : : ...:..:.:.... 2 ,.b _.. 2,52. .... .::. : �: :..:_ • 4�f2 ::...__..:. M _ .... :.:. _ q • c'd5 -• :..: 2 ?4-C s N " . .-. .. ....... _..._:_._..::�,�..., sue.............:.. a4 :.::.._ .. ... - s _ S.. cqt0- tQ. of 2.1'1 �s .841: 3•. 17io. i (l1�[E .. .�Q.. 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LAND DEVELOPMENT, AND ENVIRONMENTAL ENGINEERING • SURVEYING Hank of Palm Springs Centre 777 East Tahquitz Way Suite 301 Palm Springs, CA 92262 -7066 Telephone (619) 320 -9811 / FAX (619) 323 -7893 SUBDIVISION PROJECT SUBJECT :CAI?_AGI - - - - _ - -- - I.: 44� ... ..: Z _ i I ::..._, r.... �..,. �......._.�....;= _`4.95'�37 A.R _ _.�m...�;...�...�- t...r• - . r ._..,r:.- :...�w............._�. /3- ...;:.,.,:. : , , ...n. z5, t�:�53 � ...:...= 'I:22:::; _ 1:4o__L .:_;_ .._:. __�.. - ,. :•_. _ __......_�.1 _.... _ ... .... ..... .... ._.�._. 3 2:.25 , t : _ , :N : t ; : r • 1•— , n : t ; : r • HDVNIVua alis 330 WW; WW -M • • • � r � — 'o —' " � 4 | | � n • APPENDIX C Runoff Coefficient Curves Plate D -5.2 Intensity Duration Curves Plate D -4.7 Time of Concentration Plate D -3 10 -Year Rational Method Calculation Form - Plate D -2 100 -Year Rational Method Calculation Form - Plate D -2 • • • • L 1000 900 800 700 600 500 m m w rk-400 350 v F 300 c 250 J Jr- -0- + J 200 150 •• TC' 100 90 80 70 60 c E 50 n 0 a> m 0 0 35 m n L c 30 w N °' 25 �E c 20 19 ^ 18 17 16 c 15 14 E 13 c 12 S II w 0 0> 9 E ~ 8 7 6 5 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres a 0 H Y U v 400 CA c c 300 c 200 o ^� n E v 100 o o - w 0 so 60 50. W E a' H 40 30 CL (I) 0 r y 20 10 3 8 6 K Ai 0 Undeveloped 0 Good Cover m 2 w Undeveloped 0 c 1. Fair Cover 7 .6 2 .- .5 4 Undeveloped 3 0` l21 Poor Cover 0 : 2 / Single Family —500 / (1/4 Acre) . m Commercial 0 (PCV C as � v w w 0 t-- 4 RCFC a WCD HYDROLOGY MANUAL TC 5 -n 6 v Q 7 c 8 En 0 9-0 10 II U- as I2 c 0 14 15 H d 16 17 E- 19 H 20 0 c c 25 v c KEY 0 L--H —Tc —K —Tc' c 30 EXAMPLE: E (1) L =550', H =5.0, K = Single Family(1 /4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. PLATE D -3 r i P c n R C F C a W C D HYDROLOGY MANUAL RATIONAL METH0O CALCULATION FORM PROJECT cwcoutYtY 1 D yr Sheet Na of .,.....Streets by 0-t f:7 �Ilo IZ. Calculated __ -- _aaT __.. Checked by •- _ "_ "'__ _�� —' DRAINAGE AREA r �' y REMARKS no • i •1 R C F C & w C D rHYDROLOGY NIANUAL sheet No-j— of L Steels RATIONAL METHOD CALCULATION FORM ` �r6- Calculated by Le, L • APPENDIX D Storm Cad Pipe Flow Calculations Flow Master DI Inlet Capacity Calculations 0 Print Preview Bentley StormCAD V8 XM Edition STRMCAD.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 2/27/2012 +1 -203- 755 -1666 ;STRMCAD.stc 3/6/2012 FlexTable: Conduit Table (STRMCAD.stc) Current. Time: 0.000 min ining's n Diameter Flow Length Slope Capacity Elevati on Elevation Hydraulic Grade Hydraulic Grade Cover (Start) Cover (Stop) Velocity (in) (ft 3 /s) (ft) (Calculated) (Full Flow) Ground Ground Line (In) Line (Out) (ft) (ft) (Average) (ft/ft) (ft3 /s) (Start) (Stop) . (ft) (ft) (ft/s) (ft) (ft) 0.012 10.0 0.99 70.0 0.005 1.68 63.75 63.00 61.46 61.18 1.92 1.52 3.20 0.012 12.0 1.55 135.0 0.009 3.71 63.00 61.48 61 -18 60.07 1.35 1.08 4.51 0.012 18.0 5.28 303.0 0.003 5.70 61.48 61.77 60.07 59.46 1.08 2.13 3.66 0.012 18.0 5.28 82.0 0.002 5.62 61.77 60.78 59.46 59.31 2.13 1.34 3.62 0.012 18.0 5.38 27.0 0.003 5.79 60.78 60.22 59.31 59.26 1.34 0.85 3.72 0.012 18.0 9.97 11.0 0.003 5.94 60.22 59.90 59.26 59.06 0.85 0.56 5.64 0.012 12.0 1.81 14.0 0.005 2.73 60.06 60.22 59.28 59.26 0.62 0.85 3.72 0.012 12.0 2.78 15.0 0.005 2.82 59.82 60.22 59.32 59.26 0.37 0.85 4.09 0.012 12.0 0.10 22.0 0.010 3.86 62.00 60.78 59.31 59.31 2.34 1.34 2.10 0.012 18.0 9.97 15.0 0.007 9.74 59.90 59.83 56.80 56.65 2.86 2.90 6.28 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Bentley StormCAD V8 XM Edition [08.09.081.00) Page 1 of 1 • • Calculation Detailed Summary Element Details ID 13 Notes 15.00 Label Base Calculation 0.350 45.00 0.470 Options 0.560 75.00 0.640 90.001 0.700 Hydraulic Summary Flow Profile Method Backwater Analysis Average Velocity Actual Uniform Flow Method Velocity Number of Flow Profile Minimum Structure Steps 5 Headloss 0.00 ft Hydraulic Grade Minimum Time of Convergence Test 0.001 ft Concentration 5.000 min Inlets Neglect Side Flow? False Active Components for Combination Inlets In Grate and Curb Sag Neglect Gutter Cross Active Components for Slope For Side Flow? True Combination Inlets on Grate and Curb Grade H EC -22 Elevations Considered Depressed Equal Within 0.50 ft Unsubmerged 1.000 Consider Non -Piped Half Bench Submerged 0.950 Plunging Flow False Flat Submerged 1.000 Half Bench Unsubmerged 0.150 Flat Unsubmerged 1.000 Full Bench Submerged 0.750 Depressed Submerged 1.000 Full Bench Unsubmerged 0.070 AASHTO Expansion, Ke 0.350 Shaping Adjustment, Cs 0.500 Contraction, Kc 0.250 Non -Piped Flow Adjustment, Cn 1.300 Bend Angle vs. Bend Loss Curve Bend Angle Bend Loss Coefficient, Kb (degrees) 0.00 0.000 15.00 0.190 30.00 0.350 45.00 0.470 60.00 0.560 75.00 0.640 90.001 0.700 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition • STRMCAD.stc Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 1 of 4 3/6/2012 Watertown, CT 06795 USA +1- 203 - 755 -1666 • Calculation Detailed Summary Generic Structure Loss • C Governing Upstream Pipe with Maximum Pipe Selection Method QV Catchment Summary Label Area Time of Concentration Rational C Catchment CA (acres) (min) (acres) Catchment Intensity Catchment Rational (in /hr) Flow (ft3 /s) Conduit Summary Label Conduit Conduit Shape Branch ID Subnetwork r, Flow Description Outfall (ft3 /s) CO -1 Circular Pipe - Circular Pipe 1 OF -1 0.99 61.18 10.0 in 0.53 0.67 3.66 60.07 CO -2 Circular Pipe - Circular Pipe 1 OF -1 1.55 1.32 12.0 in 3.72 59.31 59.26 1.37 CO -3 Circular Pipe - Circular Pipe 1 OF -1 5.28 18.0 in CO -4 Circular Pipe - Circular Pipe 1 OF -1 5.28 18.0 in CO -5 Circular Pipe - Circular Pipe 1 OF -1 5.38 18.0 in CO -6 Circular Pipe - Circular Pipe 1 OF -1 9.97 18.0 in CO -7 Circular Pipe - Circular Pipe 3 OF -1 1.81 12.0 in CO -8 Circular Pipe - Circular Pipe 4 OF -1 2.78 12.0 in CO -9 Circular Pipe - Circular Pipe 2 OF -1 0.10 12.0 in CO -10 Circular Pipe - Circular Pipe 1 OF -1 9.97 18.0 in (Average) Line (In) Line (Out) (ft) (ft) (ft/s) , (ft) (ft) 3.20 61.46 61.18 0.46 0.53 4.51 61.18 60.07 0.53 0.67 3.66 60.07 59.46 1.17 1.32 3.62 59.46 59.31 1.32 1.37 3.72 59.31 59.26 1.37 1.39 5.64 59.26 59.06 1.39 1.22 STRMCAD.stc 3/6/2012 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 2 of 4 Watertown, CT 06795 USA +1 -203- 755 -1666 • • Calculation Detailed Summary Conduit Summary Velocity Hydraulic Grade Hydraulic Grade Depth (In) Depth (Out) (Average) Line (In) Line (Out) (ft) (ft) (ft /s) (ft) 3.72 59.28 59.26 0.84 0.89 4.09 59.32 59.26 0.87 0.89 2.10 59.31 59.31 0.65 0.87 6.28 56.80 56.65 1 1.26 1.22 Node Summary Label Element Type Subnetwork Outfall Flow (Total Surface) Flow (Total Out) (ft3 /s) (ft3 /s) AD #2 Catch Basin OF -1 0.99 0.99 AD #1 Catch Basin OF -1 1.55 1.55 DI #3 Catch Basin OF -1 5.28 5.28 DI #1 Catch Basin OF -1 1.81 1.81 DI #2 Catch Basin OF -1 2.78 2.78 AD #7 Catch Basin OF -1 0.10 0.10 SDMH #3 Manhole OF -1 0.00 5.28 SDMH #2 Manhole OF -1 0.00 5.38 SDMH #1 Manhole OF -1 0.00 9.97 SF #1 I Manhole I OF -1 0.001 9.97 Elevation (Ground) Elevation (Invert) Energy Grade Line (In) Energy Grade Line (ft) (ft) (ft) (Out) (ft) 63.75 61.00 61.62 61.62 63.00 60.65 61.39 61.39 61.48 59.40 60.27 60.27 60.06 58.44 59.38 59.38 59.82 58.45 59.55 59.55 62.00 58.66 59.31 59.31 61.77 58.14 59.62 59.62 60.78 57.94 59.47 59.47 60.22 57.87 59.79 59.79 59.901 57.841 57.41 1 57.41 Inlet Summary Label Inlet Type Inlet Type (Inlet) Inlet Flow (Total Intercepted) (ft3 /s) AD #2 Percent Capture (N /A) (N /A) 0.00 AD #1 Percent Capture (N /A) (N /A) 0.00 DI #3 Percent Capture (N /A) (N /A) 0.00 DI #1 Percent Capture (N /A) (N /A) 0.00 DI #2 Percent Capture (N /A) (N /A) 0.00 AD #7 Percent Capture (N /A) (N /A) 0.00 • STRMCAD.stc 3/6/2012 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00) 27 Siemon Company Drive Suite 200 W Page 3 of 4 Watertown, CT 06795 USA +1- 203 - 755 -1666 • Calculation Detailed Summary Inlet Summary Flow (Total Bypassed) Bypass Target Capture Efficiency Gutter Depth Gutter Spread (ft,3 /S) (Calculated) (in) (ft) M 0.00 <None> 100.0 0.0 0.0 0.00 <None> 100.0 0.0 0.0 0.00 <None> 100.0 0.0 0.0 0.00 <None> 100.0 0.0 0.0 0.00 <None> 100.0 0.0 0.0 0.00 <None> 100.0 0.0 0.0 STRMCAD.stc 3/6/2012 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition Center [08.09.081.00] 27 Siemon Company Drive Suite 200 W Page 4 of 4 Watertown, CT 06795 USA +1- 203 - 755 -1666 Profile -1 - Base ......... ......... ... ........... ......... ........ .... ........ .......... ..... ...................... ..... . .. ........ ........ ........ .. .. . ............. . ..... .............. ........ .......... ..... ... .......... ................... .... ..... ...... . ......... ........ .................. .. ..... ..... ........... ....... ..... ... ............... .. ................ .... ............ .............................................. .......... .............. ........................ . .. ... ... ... .. .. . ...... ..... ..... ............................. .............. ..... ..... ......... .. ......... .............. ..... ........ .... ..... .......... ... .. ......... ...... ...... . ......... .............. ........... . . ........ ........... ............. . .. ......... ...... . ... .............................. ...... ...... - .............................. ........................... ................. . ................ ............... - ....... ..... . ........ ... ........... ... .. ... ....... ........ ....... ......... ................ ............... .. ............ .............. .... . .......... . ............ .... ... .............. . ..... . ..... . . ........ . ........ ................ .................. ............. .............. ....................... ........... ......... . .................. ............................. .................. ........ ..... . ..... . ..... ........ .. . . . . . . . . . .................. ....................... ...... ........ ................................ ............... ..... ........ .. .............. .. ........... .............. ........... ......... ..... .............. ..... ..... ... .. ........... .............. ..... ............. ....... ...... . ............. ..... ..... ... ..... ..... ... ............ ......... ..... ......... . ......... ..... ... ........... .................................. ............. ................. ................. .. ... . . ......... 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Jbu 4 u you Ouu Z) u 0 u Station (ft) Ground D G d oun FM Pipe H G L A re" H GL Li ne COL 0 0 Ll Worksheet for Ex DI Grate Inlet In Sag Project Description Solve For Input Data Spread Discharge 4.08 ft-1/s Gutter Width 4.00 ft Gutter Cross Slope 0.08 ft/ft Road Cross Slope 0.02 ft/ft Grate Width 2.00 ft Grate Length 't0.00 =ft Local Depression 0.50 in Local Depression Width f 2.00 ft Clogging 50.00 Results Spread 6.43 ft Depth 0.38 ft Gutter Depression 0.25 ft Total Depression 0.29 ft Open Grate Area 9.00 ftZ Active Grate Weir Length 12.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5122/2012 7:44:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • Project Description Worksheet for DI #1 Grate Inlet On Grade Solve For Efficiency Input Data 61.45 Discharge 3.19 ft-'/s Slope 0.01200 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.08 ft/ft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 ft Grate Width 2.00 ft Grate Length 2.00 ft Grate Type P -50 mm (P- 1 -7/8 ") ft/s Clogging 50.00 Options 0.02 Grate Flow Option Exclude None Results Efficiency 61.45 • Intercepted Flow 1.96 ft /s Bypass Flow 1.23 ft' /s Spread 9.41 ft Depth 0.31 ft Flow Area 1.01 ft= Gutter Depression 0.13 ft Total Depression 0.13 ft Velocity 3.15 ft/s Splash Over Velocity 5.66 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.02 Grate Flow Ratio 0.61 Active Grate Length 1.00 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 512112012 4:52:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • Project Descrirtiori Worksheet for DI #2 Grate Inlet On Grade Solve For Efficiency Input Data Discharge 4.77 ft-1/s Slope 0.01100 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.08 fUft Road Cross Slope 0.02 ft/ft Roughness Coefficient 0.015 ft2 Grate Width 2.00 ft Grate Length 2.00 ft Grate Type P -50 mm (P- 1 -7/8 ") ft/s Clogging 50.00 % Options 1.00 Grate Flow Option Exclude None Results Efficiency 51.86 Intercepted Flow 2.47 ft' /s Bypass Flow 2.30 ft3 /s Spread 11.51 ft Depth 0.36 ft Flow Area 1.45 ft2 Gutter Depression 0.13 ft Total Depression 0.13 ft Velocity 3.29 ft/s Splash Over Velocity 5.66 fus Frontal Flow Factor 1.00 Side Flow Factor 0.02 Grate Flow Ratio 0.51 Active Grate Length 1.00 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5/21/2012 4:52:27 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5/2212012 7:38:33 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Worksheet for DI #3 Grate Inlet In Sag Project Description Solve For Spread Input Data'! Discharge 5.70 ft3 /s Gutter Width 2.00 ft Gutter Cross Slope 0.08 ft/ft Road Cross Slope 0.02 ft/ft Grate Width 2.00 ft Grate Length 2.00 ft Local Depression 6.00 in Local Depression Width 2.50 ft Grate Type P -50 mm (P- 1 -7/8 ") Clogging 50.00 % Results Spread 19.17 ft Depth 0.50 ft Gutter Depression 0.12 ft Total Depression 0.62 ft Open Grate Area 1.80 ft2 Active Grate Weir Length 4.00 ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5/2212012 7:38:33 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 'll LA QUINTA 0 • ALZHEIMER'S CARE FACILITY' FINAL HYDROLOGIC AND HYDRAULIC STUDY May 21, 2012 Prepared For JEA Senior Living 12115 NE 99th Street, Suite 1800 Vancouver, WA 98682 Prepared By: TSD Engineering, Inc. 31 Natoma Street, Suite 160 w • C 30 Folsom, CA 95630 a ! Vnx + � ' — � ., . ,. t '?s .:ti �� 1 �.� p� .�. � � , w rM�,' �4 �_i r A � • 4 • _ s. ' ,, 1 � �' � � f� ,' � � ` F • . yµ � y . t . ,/ y r. �.� ,� , .. .3 & 'k 0 • LA QUINTA ALZHEIMER"S CARE FACILITY FINAL HYDROLOGIC AND HYDRAULIC STUDY May 21, 2012 Prepared For: JEA Senior Living 12115 NE 99th Street, Suite 1800 Vancouver, WA 98682 Prepared By: TSD Engineering, Inc. 31 Natoma Street, Suite 160 Folsom, CA 95630 INTRODUCTION i This report presents Hydrologic and Hydraulic calculations for the La Quinta Memory Care Facility, which is located in the City of La Quinta. The purpose of this report is to verify that the proposed onsite pipe system has been sized accordingly. This report is not intended to recalculate all hydrologic of hydraulic analysis as it relates to Lake La Quinta. The Lake La Quinta Hydrologic and Hydraulic analysis was prepared by Mainiero Smith Engineering Dated November 1989, see appendix B. The subject 3.9 acres was included in the analysis of the Lake & Dry Wells, which have been sized to accommodate build -out of this property as commercial. The project is located east of Washington Street, west of Caleo Bay Drive, and north of 48th Avenue in the southeast one quarter of Section 30, T.SS., R.7E., S.B.B.M., in the City of La Quinta. Figure 1 in Appendix A, is a vicinity map showing the project location. The 3.9 acre site is part of the City of La Quinta master drainage plan which lies within • the FEMA flood zone "X" area, see Figure 2 in Appendix A. There is an existing offsite regional drainage facilities (storm drain, detention basin, and Dry Wells) constructed to serve this property's retention requirements, Lake La Quinta. The onsite storm drain facilities have been sized such that the 10 -year peak flow will be conveyed within the pipe system. Overland release routes have been provided so that there is 1 -foot below the proposed finish floor elevation. Retention requirements are part of Lake La Quinta. Water quality will be provided onsite in a media filter prior to leaving the site and entering Lake La Quinta. Lake La Quinta is not considered a water quality pond. SITE DESCRIPTION This site comprises of approximately 3.9 acres of presently undeveloped land of which a portion of the property will be developed. The site is relatively flat except along the street frontages of both Caleo Bay Drive and Washington Street where 3:1 slopes slope down to street grade. The elevation of the property sits above street grade between • 2.5 feet to 3.5 feet. Washington Street is located to the west and Caleo Bay Drive to the east. To the north is a vacant lot and to the south is an existing commercial center. Soils at the project site is primarily sand and sandy loam in nature, and have a low to moderate potential for runoff. A soils map, Figure 3 in Appendix A, has been taken from the Soil Survey of Riverside County, CA Coachella Valley Area, as prepared by the Soil Conservation Service, and included for reference. For purpose of this analysis, a uniform soil grouping of B has been selected. PROJECT DESCRIPTION This site will be developed as a Memory Care Facility composed of 1 single story building (totaling approximately 32,756 sq.ft.), associated drive aisles, parking, and landscaping. See Figure 4 in Appendix A for a Site Plan. PROPOSED DRAINAGE • A majority of the site drainage is conveyed via overland release routes consisting of curb, and curb & gutter to drain inlets, see Appendix A figure 5 for a Hydrology Shed Map. All drainage will be conveyed to the Caleo Bay entrance. Onsite storm drain consists of Area Drains that drain the landscape courtyard areas internal to the building and roof drains. Prior to leaving the site, the storm drain will be conveyed through a media filter for storm water quality requirements. HYDROLOGY Design Flows were calculated from the Riverside County Flood Control and Water Conservation District Hydrology Manual, dated April 1978. The project site was divided into basins and sub - basins, as shown on the Hydrology Shed Map. The rational method was used to determine the peak runoff for both the 10 year and 100 year storm event for each sub -basin and basin, see Appendix C. Values for C for each sub- area was taken from D -5.2 of the Manual, which has been included in Appendix C for 0 reference. Intensity duration curves were prepared on Plate D -4.7 of the Manual for • use in the analysis and is included in Appendix C. All runoff generated from this site will be retained within Lake La Quinta as anticipated from the original design of Lake La Quinta. The 10 year and 100 year peak flow rates were calculated using the RCFC & WCD Rational Method Calculation Form, included in the Appendix C for reference. HYDRAULICS This project consisting of new drainage facilities that have been designed to convey the 10 -year peak flow while not allowing the hydraulic grade line for the 100 -year peak flow to rise within 1.0 feet of the pad elevation. The proposed pipe system has been sized to carry the 10 -year peak flow. See Appendix D for Storm Cad pipe flow calculations. 41KIRTT T:i7 As described and supported by the attached calculations in this Hydrology and • Hydraulics report the proposed project can be developed as proposed. Lake La Quinta, Overland Release, and Storm Drain Pipes have been analyzed to confirm they meet or exceed the City's requirements. • :7 APPENDIX A Figure 1- Vicinity Map Figure 2 - FIRM Map Figure 3 - Soils Map Figure 4 - Site Plan Figure 5 - Hydrology Shed Map • • Palm Daaen W lncho bASikfiipai Gall cap " to a� BBrYrtwdB .,ply C , .Ave b2 QUAOS Btrmuda A`.s k a as a . Gary' Ck 6 Du net, NF90 1 z' To'z n Palm F'locs;rl. Country Club .. Qr a 44M Ave 441. ^, Ave! 4411, . Ave L, I tits He7liag P.a #nns 0 � ire Nt 'AleS,�'vf #>7:1�5Ave l.nlr it a, R?il�%f?v0 "p { � it id 1(y Volts 41000 .... ,, Inrtran itl: �Ils Country Club 'Ave 4udtat1 3 e 3 iiir _ } ;3 irr Golf W, &tttticll lack nPe k gp 1 Z: �r s *w Y rJ o �I ire L. sr� ' * � �T •�Ss I'd rr��• r ` s9 f J%, a r ' r i f 1 t•'.d 4x. a ul�n .a l t '.'.'.'.•''. ... . .. .. •. �` `� �+ ZONE X �� '•� •' � � c ��`� '�', r `�. � - -__ _ ___ �` - ''. ZONE�X� •:: ( ,t • R F. f. L r Td4 ;� �' 4 � • ` � �` N '�.a. �, �'"'�'� -w.:, 111 � - eli�c�r,., _477 HAVENUE__a ; ` • tip- �1 ' A Ale, iWI I t r , - sc 'gl x u' the y_J - f r i� �.,'s t. � = � `• ,r � jai. + " � � _� �_ `�_+ • �t .,. s l -a 3. ' — 37 qq N Z (L Q { - �. *• • � i et"-: L w C? G3C7 r[ r (V • `�l O �' �` •__ � � _ • z ZONE X `�r�i 'b a � �•��''� � Qtel �J •� �• _i ,t51 f +�, �r� • �j mac--- f 3 Q �, f � L, �r �; i.�J • . Y Y . -�� ., o I �_ .b� �,.�., .. �.. � T.• ., R AVENIDi4r48 , , y x • • - � � - --- _ _____ _ G . _ _ -. - :..�_ _ ti -_-- _� - �:7���'7•�'- 3.r3c. C3(�., r _ s. - �G =-= •t+ri - r.,..� 7 Ak -i., i. y. ,,.e M. ' —a:&.dsA4a3.�.:.....L::�ic 4 MAP SCALE 1" = 500' 50 0 500 1000 FEET 4i� +r��is', m PANEL 2233G FIRM m a FLOOD INSURANCE RATE MAP ® RIVERSIDE COUNTY, CALIFORNIA m AND INCORPORATED AREAS ' tk�jr" PANEL 2233 OF 3805 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS: COMMUNITY NUMBER PAL SUFFIX INDIAN WELLS, CITY OF 060254 7233 G LA OUINTA, CITY OF 060709 2233 G RNERSIDECOUNrY 060245 7233 G a m ® ® � f:; ".: j ?� Notice to User. The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community. .c*.: i� �•��te� .w.s�.r.•_ i t y�+I �� .�:'� f1�"���o'}_���-':? -a��,. r.�+J,�w" ogQ�T` MAP NUMBER J ,7, .........���;c a -- 06065C2233G x ® O�6�gND SEC'J�� EFFECTIVE DATE AUGUST 28, 2008 a Federal Emergency Management Agency 4i� +r��is', !►',.� .'�'�l'',+�. '� !�'i!f v�� �; ; �• Vii,"; sa3 # wr a tk�jr" ?k Iii.-�•j �'�ya�' � f:; ".: j ?� .c*.: i� �•��te� .w.s�.r.•_ i t y�+I �� .�:'� f1�"���o'}_���-':? -a��,. r.�+J,�w" f. - F +E, .,� :,t :.ltj � --------- J ,7, .........���;c -- WASHINGTON STREET - --- - - ----- ----------------- - - ---- uoo23'oo•w +hR_ -� .1:.381.73' - - �77z 7T/77777Ti77777Ti /7 ZT /77T T �/�T,./ i — T/9 )7/7_ LL I /T va N❑ Nn -b / s1 , \M� - - -- ----------- - - - - -- - - - - -, I � D > ORR nLI+ i--- -- > I- I Ao III I \\ !/ \ \♦ I I I I .iZ s=o, G.1 co =1I II 1 ♦\ // \\ \\ I I I I z� Iry I I � I e p \> I - _ c Op Z A0AM = Im \ I m < uN Z III I I ,' 11] .� \\ I ! L I _ _ • 1 I NN rl •VN \ ! M L J �/ r \ C) Z CC) - - - - -- { 0 1 l: I ------- - - - - -= ---- - -- c 1 0 0 IV 1 1 1 I 1 I A � / 0 01 o=f ire _ J O -Uj ( N /r���.,1 D /OJ / ��Dg v�5 'v F� +mot yq rn C s 1— In o \ •6 .�O o / w ❑ c y!I Q91 9 o E r < > A c- 2 0 L u l 1- -- — — — — — — — - N i LA QUINTA "'OKD B° R E V I S I O N S AGENCY APPROK TSD APPROVED � Natoma Street, Suite #160 A SY 801. BATE OESCRIPTION BY DATE BY OAlE 3 a�g • �(ym MEMORY CARE FACILITY �,„� ■1. Folsom, CA 9563o PARCEL 2 OF P.M. 27892 Phone: (916) 608 -0707 Ci oc 0 a o SECn0NBD, -r0 \Wi SFIIPSS0LMl RANGE7EASr DJM Fax: (916) 608 -0701 - �-+ SITE PLAN � cis ' TSD ENGINEERING, INC_ '� s a IN THE CITY OF I-A QUINTA, CA ° 2 ■ expect more. IL CIVIL IMPROVEMENT PLANS 1-.\ProYxt3 \175 -004\02 O•G \C- C \IYPROVVO -C -01 Sile T1m.d". TSD ENG. 13.30.08. 01 -25-12 INITIAL SU%nTTAL - PRECISE GRADING PLAN - NOT FOR CONSTRUCnON - 01/30/2012 - 1 I I p mw IJ L__ I � - I(1 TAN I— ,a I N I I OD I 1 1 1 I 1 I A � / 0 01 o=f ire _ J O -Uj ( N /r���.,1 D /OJ / ��Dg v�5 'v F� +mot yq rn C s 1— In o \ •6 .�O o / w ❑ c y!I Q91 9 o E r < > A c- 2 0 L u l 1- -- — — — — — — — - N i LA QUINTA "'OKD B° R E V I S I O N S AGENCY APPROK TSD APPROVED � Natoma Street, Suite #160 A SY 801. BATE OESCRIPTION BY DATE BY OAlE 3 a�g • �(ym MEMORY CARE FACILITY �,„� ■1. Folsom, CA 9563o PARCEL 2 OF P.M. 27892 Phone: (916) 608 -0707 Ci oc 0 a o SECn0NBD, -r0 \Wi SFIIPSS0LMl RANGE7EASr DJM Fax: (916) 608 -0701 - �-+ SITE PLAN � cis ' TSD ENGINEERING, INC_ '� s a IN THE CITY OF I-A QUINTA, CA ° 2 ■ expect more. IL CIVIL IMPROVEMENT PLANS 1-.\ProYxt3 \175 -004\02 O•G \C- C \IYPROVVO -C -01 Sile T1m.d". TSD ENG. 13.30.08. 01 -25-12 INITIAL SU%nTTAL - PRECISE GRADING PLAN - NOT FOR CONSTRUCnON - 01/30/2012