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SDP 2008-905 - Car Wash,a°�w'n�\l s� uu�31 �i ac Hydrology and Drainage Report La Quinta Hand Car Wash COMMERCIAL SITE Located in the City of La Quinta, County of Riverside, State of California June 3, 2008 Revised on August 22, 2008 Prepared by: D hn H. Hacker,% R.C.E. 14614 9 Prepared For' Yuri Levitan 42 -185 Washington Street Palm Desert, Ca. 92.211 Phone: 213 - 840 -2484 JHA Engineering, Incorporated 41921 Beacon Hill, Suite A Palm Desert, Ca. 92211 760- 779 -0657 �o Ir O C 1481.4 �►. EXP...83- 3f-O9. Civil.- OCT 0 9 20.08. CITY OF LA QUINTA &c?Ly- 1_5 3 HYDROLOGY & D INAGE REPORT La Quinta Hand Car W h proposed development 5k° �' k r�Qo� SITE DESCRIPTION AND PURPOSES F REPORT a•S Z� ° `��� A� 7. �, The property herein described is 1 cated on the east side of Washington Street anp just north of Fred Waring Drive i the City of La Quinta, County of Riverside, State of California. The subject site is urrently vacant and is bordered on the north by a recently constructed commercia complex and parking area, the east by a public middle school, the west by W on Street and south by a vacant parcel of land. The proposed site consists f 1 acre and once developed will include a car wash facility, landscaping and par ' eas with appropriate drainage structures as necessary for properly and safely disposing of nuisance water on the subject property. The purpose of this drainage report is to inform the City of La Quinta how we have determined the incremental increase of the developed runoff from the 100 year storm and appropriate mitigation measures that we are proposing to handle 100% of this runoff. This report is for containing 100% of the tributary runoff. DRAINAGE DESIGN r The site, under existing conditions, drains southwesterly tow�ds Washington Street. The development as proposed, will produce a runoff of 5.08 c.f.s. from the northeasterly portion of the site to the southwesterly boundary line of the pro The runoff of 5.08 c.f.s. will be retained onsite and requires a total volume 12,645 ✓ cubic feet of storage. We will be using both the Maxwell Plus Drainage f=,along with multiple StormTrap precast to collect the required volume .and perc into the soils. 01 -moo✓ lt�� _ C*L t.v�.� F=0 -L O2 A percolation and soils report have been prepared by Sladden Engineering and are included herewith. These reports will be included with our final hydrology study and drainage reports which will be presented to the Engineering Department at a later date. CONCLUSION The drainage report contained herein is preliminary only. Therefore, if the site is developed as planned, the drainage from this site will not adversely affect person property onsite or downstream. / --( \ \- r , LA OUINTA CARWASH — UNDEVELOPED CONDITION • DESCRIPTIO 1 Z ati ONE CRE SITE ALONG WASHINGTON STREET, NORTH OF FRED WARING DRIVE. FROM WEST TO EAST, THE LENGTH OF SITE EQUALS 285 FEET WITH, A SLOPE OF 1.05% ACROSS THE NORTH PROPERTY LINE. • TIME OF CONCENTRATION (PLATE 2, OVERLAND FLOW TIME) 13 MINUTES • RAINFALL INTENSITY (PLATE D -4.1.2 R.C.F.C. & W.C.D. HYDROLOGY MANUAL) 2.53 FOR 10 YEAR FREQUENCY 3.88 FOR 100 YEAR FREQUENCY • SOIL TYPE «A» • RUNOFF COEFFICIENT CURVE RESULTS (PLATE D -5.1) 10 YEAR = 42% 100 YEAR = 52% • UNDEVELOPED O's AS CALCULATED FROM ABOVE DATA Qio =1.05 x2.53 x.42= 1.1cfs Qioo= 1.05 x 3.88 x.53 = 2.2 cfs ?Q ti lue 1000 35 900 30 800 700 W 600. 1400 t-- 500 p PAVED Z Z O H cr W 300 (9 . W LL LL Z 20'0 BA O SOIL _Z POOR w J GRASS W D SURFACE U F" AVE. Q U) 100 GRASS X 90 SURFACE Q LL O U TO DENSE O GRASS J 6.0 = 50 N = 40 C- 1.0 F 15 O C7 •F Z 30 W Q. 50 J .20 lue OVERLAND FLOW TIME SOURCE SEELYE, DESIGN PLATE 2 35 30 U W t-- Z 25 Ld Z _Z 20 J W mi W L F- O >_ 5 J N Z C- 1.0 15 O 2.0 0 •F F— Q. 50 W H 10 U Cr 20 W W CL U Z 10 ..O U 9 F e Li J Z 7 —. 6 OVERLAND FLOW TIME SOURCE SEELYE, DESIGN PLATE 2 LA QUINTA CARWASH — DEVELOPED CONDITION • DESCRIPTION ONE ACRE COMMERCIAL DEVELOPMENT LENGTH OF SITE EQUALS 285 FEET SLOPE AFTER DEVELOPMENT = 1.5% f • TIME OF CONCENTRATION (R.C.F.C. & W.C.D. PLATE D -3) 7.0 MINUTES • RAINFALL INTENSITY (PLATE D -4.1.2 R.C.F.C. & W.C.D. HYDROLOGY MANUAL) 3. R 10 YEAR FREQUENCY O� OR 100 YEAR FREQUENCY • SOIL TYPEUl�' «A„ • RUNOFF COEFFICIENT CURVE RESULTS (PLATE D -5.1 10 YEAR= 86% 100 YEAR = 87% • DEVELOPED O's AS CALCULATED FROM ABOVE DATA Qio= 1.05 x 3.48 x.86 = 3.14 cfs Qioo= 1.05 x5.56 x.87= 5.08cfs QQ / L TC' 1000 100 90 Q 900 80 800 70 m . 700 60 c Undeveloped 0 18 50 5W 600 n Undeveloped _ 0 Poor Cover o m 15 0 50 m m 0 > 500 Commercial 200 o " - 35 m � ` w w 100 400 0` 30 8o o 0 w-350 25 v � c v 3 E c 20 — o 19 '0 ^ 250 18 17 J 16 = 15 L g 14 CP 200 13 J v 12 c II w 0 150 9 E i= 8 7.- e .j 6 100 5 (1) LIMITATIONS: I. Maximum length = 1000' 2. Maximum area = 10 Acres Q Undeveloped H m . 2 0 Undeveloped 0 18 Fair Cover 5W .6 Undeveloped _ :4 .3 Poor Cover o o 15 0 50 m 300 (1/4 Acre) > Commercial 200 o " - N n E ` w w 100 8o o 0 0 .60 50 aci a+ 40 E o c d 20 n 10 O . g t-- 4 RCFC C® J- JYDROLOCY /JANUAL K Ai o Undeveloped Good C m . 2 Undeveloped 0 18 Fair Cover ^ .6 Undeveloped _ :4 .3 Poor Cover o 2 Single Fomily 0 50 m (1/4 Acre) Commercial ow (Pav c m w w l21 Tc 5-1 Q CA c d 8 n. 0 m 9 0 I E E v U- 12 c 14 '� N 15' 16 5 17 E 18--s 19 20 C o. v `c 25 C KEY L— l Tc -K —Tc ' o 30 m 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. 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NOD °11'07 "E EVSiNCatteuxfrNa 150 0 �tvr- "OTECTMMCE) � EXISTING SCHOOL _ r -i m v 0 0. 9 RAINFALL INTENSITY - INCHES PER HOUR n X7 � 0 lt7 < cp 1 3 3 D e D 1 _ 6 3 2 2 2 4 6 0 3 7 • 7 7 9 2 _ 5 z 9 9 C Z 4 1 --� 3 { Z 6 0 D s D� C Z � AN2A .BANNING - AEAUNONT CALIMESA CANYON LAKE DURATION FREQUENCY' DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 30 100 10 100 YEAR YEAR YE4R YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 4.23 6.85 5 3.32 ♦.93 5 3.32 ♦.93 5 3.57 5.30 5 3.07 ♦.6 6 3.80 6.16 6 3.02 ♦.47 6 3,02 4.47 6 3.23 ♦.79 6 2.81 4.2 7 3.48 5.63 7 2.78 ♦.12 7 2.78 ♦.12 7 2.97 4.40 7 2.61 3.9 8 3.22 5.21 B � -2.59 3.8♦ B 2.59 3.84 B 2.76 4.09 B 2.45 3.6 9 3.01 ♦.87 9 a 2.43 3.61 9 2,43 3.61 9 2.58 3.83 9 2.31 3.♦ l0 2.83 ♦.58 10 2.30 3.41 10 2,30 3.41 l0 2.4a 3.62 10 2.20 3.3 11 2.67 ♦.33 11 2.19 3.24 11 2.19 3.24 Il 2.3] 3.43 I1 2.10 3.1 12 2.54 ♦,12 12 2.09 3.10 12 2.09 3.10 1.2 2.21 3.27 12 2.01 3.0 13 2.43 3.93 13 2.OD 2.97 13 2.00 2.97 13 2.11 3.13 13 1.94 2.9 14 2.33 3.77 to .1.92 2.85 1♦ 1.92 2.85 14 2.03 3.01 1♦ 1.B7 2.B 15 2.23 3.62 15 1.86 2.75 15 1. 6 2.75 ]5 1.95 2.89 15 1.81 2.7 16 2.15 3.49 l6 1.79 2.66 16 1. 2.66 16 1.88 2.79 16- 1.75 2.6 17 2.08 3.37 17 1.7♦ 2.58 17 1 2.58 17 1.82 2:T0 17 1.70 2.5 1B 2.01 3.26 18 1.68 2:50 IB 8 2.50 18 1.76 2.62 18 1.66 2.5 19 1.95 3.16 19 I -.64 2.43 19 0..64 2.43 19 1.71 19 1.62 2.4 20 1.89 3.06 20 1:49 2. 6 TO` 1.59 2.36 20 .2.5♦ 1.67 2.47 20 1.SB 2.3 22 24 1.79 1.70 2.90 2.76 22 2♦ 1.51 1.45 2 .15 22 51 �24 2.25 2.15 22 24 1.58 1.51 2.34 2.23 22 24 1.51 1.44 2.2 2.1 26 1.62 2.63 26 1. 9 06 26 ,39 2.06 26 1.44 2.14 26 1.39 2.0 28 1.56 2.52 28 1�3� \9� 1,98` \+ 28 1.•33 ].98 28 1.38 2.05 2B 1.34 2.0 30 32 1.49 1.4♦ 2.42 2.33 30 32 a 1�2 1.91J 1 4 �/1�29 [.24 1.91 ].84 30 32 1.33 1.29 1.98 30 1.30 1.9 3♦ 1.39 2.25 3♦ \�.e4 20 3� 1.20 1.78 34 1.24 1.9] 1.85 32 34 1.26 1.22 1.8 1.8 36 3B 1.34 1.30 2.18 2.11 36 39 1.17 1 .6� 1.17 1.13 1.73 1.68 36 38 1.21 1.17 1.79 1.74 36 3B 1.19 1.16 1.7 1.7 40 1.27 2:05 ♦0 1 1.6 ♦/vJ 4'0 1.10 ►.64 40 I.1♦ 1.69 40 1.13 1.7 45 50 1.18 1.11 1.91 1.80 ♦5 50 1.0♦ .98 1.54 \ 1.45 1.0♦ � .98 ].54 1.45 45 50 1.07 1.01 1.58 1.49 45 50 1.07 1.02 1.6 1.5 55 1,05 1.70 55 .93 1.38 5 ,93 1.38 55 .95 1..42 55 ,97 1.♦ 60 1,.00 1:62 60 .A9 1 2 .89 ].32 60 .91 1.35 60 ,93 1.4 65 .95 1.55 65 .85 �7 65 ,85 1. 65 .87 1.29 65 1.3 70 .91 1.48 70 .82 1.22 70 .B2 22 70 .B4 1.2♦ •' -- ,89 75 .8B 1.42 75 .79 1.17 75 9 .17 75 .80 1.19 80 ,85 1.37 80 .76 1.13 80 6 ].13 BO .7B 1.15 8s .82 1.32 8s .7♦ 1.10 85 1.10 BS •.7s 1.11 U ' 0 0 SCOPE _ •580 SLOPE _ .530 SLOPE _ .530 SLOPE _ .550 v � a. l7 � C? � v r r M M Cr cO IN�A�LL PATTERNS IN PERCENT 3-HOUR STORM TIME 5 -MIN 10 -MIN 15 -MIN A -MIN PERIOD PERIOD PERIOD PERIOD PERIOD 1 1.3 2.6 3.7 8.5 2 1.3 2.6 4.8 10.0 3 1.1 3.3 5.1 13.9 4 I.5 3.3 4.9 17.4 5 1.5 3.3 6.6 29.9 6 1.8 3.4 1.3 20.3 7 1.5 4.4 8.4 B ].e 4.2 9.0 9 1.B 5.3 12.3 _ 10 1.5 5.1 17.6 11 1.6 6.4 .,1 12 1.8 5.9 4.2 13 2.2 7.3 . 14 2.2 B.5 15 2.2 14.1 16 2.0 14.1 17 2.6 3.0 le 2.7 2.4 19 2.4 20 2.7 21 3.3 22• 3.1 23 2.9 24 3.0 25 3.1 26 4.2 27 5.0 28 3.5 29. 6.8 30 7.3 31 8.2 32 5.9 33 2.0 34 1.8 35 1.0 36 .6 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 8 3,1938. 11 6 -HOUR STORM 214 -HOUR STORM TIME 5 -MIN 10 -MIN 15 -MIN 30 -MIN TIME 5 -MIN TIME 15 -MIN 30 -MIN 60 -MIN TIME 15 -MIN PERIOD PERIOD PER 100 PER I00 PERIOD PERIOD PERIOD PERIOD PERIOD PER 10D PERIOD PERIOD PERIOD 1 .5 1.1 1.7 3.6 49 1.7 1 .2 .5 1.2 49 2.5 2 .6 1.2 l.9 4.3 50 1.8 2 .3 •7 1.J 50 2.6 3 .6 1.3 2.1 4.0 51 1.9 3 .3 .6 1.8 51 2.8 4 .6 1.4 2.2 4.9 52 2.0 4 .4 .7 2.1 52 2.9 5 .6 1.4 2.4 5,3 53 2.1 5 .3 •8 2.8 53 3.4 6 .7 1.5 2.4 5.8 54 2.1 6 .3 1.0 2.9 54 3.4 7 .7 1.6 2.4 6.8 55 2.2 7 .3 1.0 3.8 55. 2.3 8 .7 1.6 2.5 9.0 56 2.3 B .4 1.1 4.6 56 2.3 9 .7 1.6 2.6 11.6 57 2.4 9 .4 1.3 63 57 2.7 10 .7 1.6 2.7 14.4 58 2.4 10 .4 1.5 8.. 2 50 2.6 I1 .7 1.6 2.B 25.1 S9 2.5 11 .5 1.3 7.0 59 2.6 12 .8 1.7 3.0 4.0 60 2.6 12 - .5 1.6 7.3 60 2.5 13 .8 1.7 3.2 61 3.1 13 .5 1.8 10.8 61 2,4 14 .8 1.8 3.6 62 3.6 14 .5 2.0 11.4 62 2.3 15 .B 1,B 4.3 6J 3.9 15 .5 2.1 10.4 63 1.9 16 .B l.8 4.T 64 4.2 16 .6 2.5 8.5 64 1.9 li .8 2.0 5.4 65 0.7 17 .6 3.0 1.4 .4 IB .8 2.0 6.2 iB .7 3.3 1.9 66 .4 19 .8 2.1 6.9 - 67 1.9 19 .7 3.9 1.3 67 ,3 20 .8 2.2 7.5 611 ,9 20 .8 4.3 1.2 69 ,3 21 .8 2.5 10.6 69 •5 21 .6 3.0 1.1 69 .5 22 .8 2.6 14.5 22 .7 4.0 1.0 23 .8 3.0 3.4 71 3 23 .B 3.8 .9 71 .5 24 .9 3.2 1.0 72 .2 24 .8 3.5 ,8 72 .4 25 .8 3.5 25 .9 5.1 73 •4 26 .9 3.9 26 .9 5.7 74 ,4 2T .9 4 . 2 2T 1.0 6.8 - 75 ,3 28 .9 4.5 28 1.0 4.6 76 .2 29 .9 4.8 29 1.0 5.3 77 ,3 30 .9 5.l 30 1.1 5.1 78 .4 J1 .9 6.7 31 1.2 4.-T 19 .3 32 .9 8.1 32 1.3 3.8 BO •2 33 1.0 10.3 _ 33 1.5 .B BI .3 34 1.0 2.8 - 34 1.5 .6 82 .3 35 1.0 1.1 35 1.6 1.0 83 .3 36 1.0 .5 36 l.T .9 84 .2 37 1.0 37 1.9 .e 85 .3 38 1.1 38 2.0 .5 86 .2 39 l.] 39 2.1 .7 B7 .3 40 I.l 40 2.2 .5 88 .2 41 1.2 41 1.5 .6 B9 .3 42 1.3 42 1.5 .5 90 .2 43 1.4 43 2.0 .5 91 .2 - 44 1.4 44 2.0 .5 92 .2 45 1.5 45 1.9 .5 93 . 2 ♦6 1.5 .46 1.9 .4 94 .2 47 1.6 47 I.T . 4 '95 .2 48 1.6 48 1.8 .4 96 .2 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 8 3,1938. 11 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2) Soil Group A B 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 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 UP.BAN COVERS - Residential or Commercial Landscaping Good 32 56 69. 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL. COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C WFCD RUNOFF INDEX NUMBERS J- JYDROL OrY 1� /JANUAL FOR. PER!/IOUS AREAS PLATE E-6.1 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent.(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (]� Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 ­55 50. Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improveieients, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain.by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. C F C J- JYDROL OGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E -6.3 8/21/2008 10:43:55 AM AL _I RETENTION BASIN SIZING PROJECT NAME: La Quinta Hand Car Wash LOCATION: ILA QUINTA PROPERTY TYPE: "COMMERCIAL" quired Retention Volume Storage: 30 Min. Period 24 Hour. 100 Yr. Storm 12644.58 '1 Min. Period 6 Hour. 100 Yr. Storm 9320.36352 I) J Min. Period 3 Hour. 100 Yr. Storm 7764.8571 �31culation Entry: J� 1 PERCOLATION RATE OF SOIL IN /HR 40560 RUNOFF AREA IN SQ. FT. RETENTION AREA IN SQ. FT. THE DEPTH OF THE DRYWELL � 1 THE AVERAGE DEPTH OF THE RETENTION ARE/ OUTFLOW IN C.F.S i3lculation Values: 4.3 in 24 HOUR RAINFALL RATE PLATE(E 5.6) 3.2 in 6 HOUR RAINFALL RATE PLATE(E 5.4) 2.7 in '3 HOUR RAINFALL RATE PLATE(E 5.2) 0.87 in *COMMERCIAL* RUNOFF COEFFICIENT PLATE (D -5.1) 24 HOUR 0.86 in *COMMERCIAL* RUNOFF COEFFICIENT PLATE (D -5.1) 6 HOUR 0.85 in *COMMERCIAL* RUNOFF COEFFICIENT PLATE (D -5.1) 3 HOUR /AILABLE RETENTION VOLUME _ .0 + DRYWELL 0 = 0 CU.FT. I ( Ko u v— , 100 E5N v— STb F?-m l-I S o . 1 �• t-7 So X D t + 8 8 o• 1g-13P� X 40 5co0 == C4, If 035. 33 C-F PEtt -c", Aen o 0,1 t= 12- o. o S 3 3 x 0 0. 0 8 3S CQto35. 33 — o. 0833 !oi o3S. 2S �•F i I ;3 MIN PERIOD 24 HOUR STORM ",012 1013 0018 0.021 i028 }029 0.038 046 J063 0.082 1.071 ;073 U.`101 0.114 ;104 085 0.`014 1019 '013 0.012 n 011 `011 u.V 1 0.011 30 MIN PERIOD 6 HOUR STORM 036 0.043 n 048 049 ..053 0.058 067 091 0.116 " 146 251 0.044 _J MIN PERIOD 3 HOUR STORM e 385 101 3.139 X174 299 -,.203 Project Name: La Quinta Hand Car Wash %'AREA "RAIN FALL "RUN 0 FF 151.73496 164.37954 227.60244 265.53618 354.04824 366.69262 480.49404 581.65068 796.60854 1036.85556 897.76518 923.05434 1277.10258 1441.48212 1315.03632 1074.7893 177.02412 240.24702 164.37954 151.73496 139.09038 139.09038 139.09038 139.09038 %' AR EA'RAI N FALL "RUN 0 FF 334.86336 399.97568 446.48448 455.78624 492.99328 539.50208 623.21792 846.46016 1079.00416 1358.05696 2334.74176 409.27744 %' AR EA'RAI NFALL'R U N 0 FF 659.3535 783.4671 1078.2369 1349.7354 2319.3729 1574.6913 PERCOLATION STORAGE 0 151.73496 0 164.37954 0 227.60244 0 265.53618 0 354.04824 0 366.69282 0 480.49404 0 581.65068 0 796.60854 0 1036.85556 0 897.76518 0 923.05434 0 1277.10258 0 1441.48212 0 1315.03632 0 1074.7893 0 177.02412 0 240.24702 0 164.37954 0 151.73496 0 139.09038 0 139.09038 0 139.09038 0 139.09038 Required RetentionVolume = 12644.58 CU. FT, PERCOLATION STORAGE 0 334.86336 0 399.97568 0 446.48448 0 455.78624 0 492.99328 0 539.50208 0 623.21792 0 846.46016 0 1079.00416 0 1358.05696 0 2334.74176 0 409.27744 Required RetentionVolume = 9320.36352 CU. FT. PERCOLATION STORAGE 0 659.3535 0 783.4671 0 1078.2369 0 1349.7354 0 2319.3729 0 1574.6913 Required RetentionVolume = 7764.8571 CU.FT. HYDROLOGY CALCULATIONS La Quinta Car Wash Using the RCFCBWCD Short Cut Un)t Hydrograph Method Area Designations Area 1 • Maxwell plus wl ormtrap unite OaIS('-� \ SToR -A�6"E p�bVIDE'� S Area 1 Drainage Area (ac.) - _ 0.93 I Unit time (minutes) 15 15 80 I 100 Year Storm Duration (hrs) 1 3 6 Y4 ��I rouPitation (From Plates E5.2,5.4,5.8)(in.) 2.A 2.70 3.20 4.30 ✓ ENGINEERING, INC. AMC Index II Runoff Number (plate E-8. 1) 32 _ Plate E -6.2 Pervious Area Loss Rate (Fp)(inllu) 0.74 (AMC II) Comb1ling CW Enoeers & Si Percentage of Impervious Cover (Aij( %) (plate E-6.3) g0 Weighted Average Loss Rate (F= Fp(1•.9Ai))pnJhr.) 0.14 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E•1.1 (3 of 6)) Low Loss Rate Percent ( %) 50 Retention Basin Percolation Rate QnRu) 0 (maximum rate without percolation test, also used for drywell percolation rate) Percolation Is taken Incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywall Is "zeroed out" by reducing numbers to less than .001, since there are no drywells Included, (program chokes If 0 is entered.) Drywall storage Includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)•PI()•(diaml2) "2 +( lower )'PI()'((diaml2) ^2 +0.4'((diam/ 2 +1.3333)^2•(dlam12+0.3333) "2)) Drywall design factors Upper sec. (ft.)= 10 Lower sec. (fQ- 31 Ring diam. (ft.) = 4 Drywell lower max. (d)- 610.30 Upper max.(cf)= 125.66 Ret. Basin design (area, depth) Top - 2608 s.f. sot. - ' 2608 s.f. Max. Depth (d)= 5 Max. storage= Drywalllotal(cf)- 13040.00 735.97 (d/3)'(bottom+top+(bottom Wp)"0.50) Formulas vol- (hny(bottom +top+(bottom'top) "0.50) area =bottom +(hld)'(top•bottom) h- (voi'3y(bottom +top +(bottom'top) "0.5) (values must be nonzero or error occurs) Outside input from: NIA 1 Hour Storm In 15 minute Increments Drywall Drywall Drywall ' Drywall. Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage_ Storage Overflow % Rain (InBu) Max. Min. Rain (in8u) Rate Ids) Vol. (d) Input (cf) Area (sQ Pero. (cQ Vol. (cf) Depth (ft) Basin (cf) Area (sQ Perc. (cf) Vol. (cf) Depth (ft) Vol. (cQ 0:15 13.8 1.1424 0.1408 N/A 1.0018 0.9317 838.51 0.00 30.37 -0.00 735.97 41.00 102.54 2608.00 0.00 102.54 0.04 0.00 0:30 18.8 1.5792 0.1406 N/A 1.4386 1.3379 1204.11 0.00 717.33 0.00 735.97 41.00 1204.11 2608.00 0.00 1306.65 0.50 0.00 ' 0:45 29.7 2.4948 0.1408 NIA 2.3542 2.1894 1970.47 0.00 717.33 0.00 735.97 41.00 1970.47 2608.00 0.00 . 3277.11 1.26 0.00 1:00 37.9 3.1838 0.1406 N/A 3.0430 2.8300 2548.99 0.00 717.33 0.00 735.97 41.00 2546.99 2608.00 0.00 5824.10 2.23 0.00 max. depth & vol. 0 0.0000 0.1406 0.0000 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 . 2608.00 0.00 5824.10 2.23 0.00 0 0.0000 0.1406 0.0000 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 5824.10 2.23 0.00 0 0.0000 0.1408 0.0000 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 5824.10 2.23 0.00 2:00 0 0.0000 0.1406 0.0000 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 5824.10 2.23 0.00 0 0.0000 0.1408 0.0000 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 5824.10 2.23 0.00 0 0.0000 0.1406 0.0000 0.0000 . 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 . 0.00 2608.00 0.00 5824.10 2.23 0.00 ` " 0 0.0000 0.1406 0.0000 0.0000 0.0000 0. 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 5824.10 2.23 '0.00 Total volume (cf) - 6560.07 Total Overflow (cf) 0.0 //1 L- 'J U J J •� �sJS �C� t of 4 - �Kl e � � s, 2 nI 4 3 Hour Storm In 15 minute Increments ✓ Drywall Drywall Drywall Drywall Overflow Basin Basin - Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow % Rain (nflu) Max. MN. Rain (in8u) Rate (cfs) Vol. (cQ Input (CO Area (sl) Pere. (cl) Vol. (cf) Depth (ft) Basin (cf) Area (sQ Pero. (CO Vol. (cf) Depth (ft) Vol. (cf) 0:15 3.7 0.40 'pk 0.14 WA 0.2590 0.2409 216.78 0.00 30.37 0.00 216.78 11.01 0.00 0.00 0.00 0.00 0.00 0.00 0:30 4.8 0.52 0.14 WA 0.3778 0.3514 316.22 0.00 WAS 0.00 533.00 27.07 0.00 0.00 0.00 0.00 0.00 0.00 0:45 5.1 0.55 0.14 NIA 0.4102 0.3815 343.34 0.00 483.99 0.00 735.97 41.00 140.37 2608.00 0.00 140.37 0.05 0.00 1:00 4.9 0.53 0.14 N/A 0.3886 0.3614 325.26 0.00 717.33 0.00 735.97 41.00 325.26 2608.00 0.00 485.63 0.18 0.00 115 6.6 0.71 0.14 N/A 0.5722 0.5321 478.93 0.00 717.33 0.00 735.97 41.00 478.93 2608.00 0.00 944.56 0.36- - 0.00 1:30 7.3 0.79 0.14 N/A 0.6478 0.6025 542.21 0.00 717.33 0.00 735.97 41.00 542.21 2608.00 0.00 1486.77 '0.57 0.00 1:45 8.4 0.91 0.14 N/A 0.7686 0.7129 641.64 0.00 717.33 0.00 735.97 41.00 641.64 2608.00 0.00 2128.41 0.82 0.00 2:00 9 0.97 0.14 NIA 0.8314 0.7732 695.88 0.00 717.33 0.00 735.97 41.00 695.88 2608.00 0.00 2824.30 1.08 0.00 2:15 12.3 1.33 0.14 N/A 1.1878 1.1047 994.19 0.00 717.33 0.00 735.97 41.00 994.19 2608.00 0.00 3816.48 1.46 0.00 2:30 ' 17.6 1.90 0.14 NIA 1.7602 1.8370 1473.29 0.00 717.33 0.00 735.97 41.00 1473.29 2608.00 0.00 5291.77 2.03 0.00 2:45 16.1 1.74 0.14 N/A 1.5982 1.4863 1337.69 0.00 717.33 0.00 735.97 41.00 1337.69 2608.00 0.00 6629.46 2.54 0.00 3:00 4.2 0.45 0.14 N/A 0.3130 0.2911 261.98 0.00 717.33 0.00 735.97 41.00 261.98 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 .0.00 717.33 0.00 735.97 -41.00 0.00 2608.00 0.00 6891.45 2.64 0.00' 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 4:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 ' 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0. 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 6891.45 2.64 0.00 Total volume (cf) 1 Total Overflow (cf) 0.00 01V 1` All e � � s, 2 nI 4 1, Z a.C. •�7 6 Hour Storm In 15 minute Increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retenflon Period Storage Storage Overflow % Rain Qn4u) Max. Mn. Rain (in/hr) Rate (cis) Vol. (co Input (cf) Area (so Perc. (cf) Vol. (cQ Depth (fl) Basin (cf) Area (so Pem. (co Vol. (cQ Depth (it) Vol. (co 0:15 1.7 0.22 0.14 WA 0.0770 0.0716 64.45 0.00 30.37 0.00 64.45 3.27 0.00 0.00 0.00 0.00 0.00 0.00 0:30 1.9 0.24 0.14 N/A 0.1026 (1,0954 65.88 0.00 . 85.22 0.00 150.33 7.64 0.00 0.00 0.00 0.00 0.00 0.00 0:45 2.1 0.27 0.14 N/A 0.1282 0.1192 107.30 0.00 158.30 0.00 257.63 13.09 0.00 0.00 0.00 0.00 0.00. 0.00 1:00 2.2 0.28 0.14 WA 0.1410 0.1311 118.02 0.00 249.63 0.00 375.65 19.08. 0.00 0.00 0.00 0.00 0.00 0.00 1:15 2.4 0.31 0.14 NIA 0.1666 0.1549 139.44_ 0.00 350.07 0.00 515.09 26.16 0.00 0.00 0.00 0.00 0.00 0.00 1:30 2.4 0.31 0.14 NIA 0.1666 0.1549 139.44 0.00' 468.74 0.00 688.97 37.26 0.00 0.00 0.00 0.00 0.00 0.00 1:45 2.4 0.31 0.14 N/A 0.1666 0.1549 139.44 0.00 654.67 0.00 735.97 41.00 92.45 2608.00 0.00 92.45 0.04 0.00 ' 2:00 2.5 0.32 0.14 N/A 0.1794 . 0.1668 150.16 0.00 717.33 0.00 735.97 41.00 150.16 2608.00 0.00 242.61 0.09 0.00 2:15 2.6 . 0.33 0.14 WA 0.1922 0.1787 160.87 0.00 717.33 0.00 735.97 41.00 160.87 2608.00 0.00 403.48 0.15 0.00 2:30 2.7 0.35 0.14 N/A 0.2050 0.1907 171.59 0.00 717.33 0.00 735.97 .41.00 171.59 2608.00 0.00 575.06 0.22 0.00 2:45 2.8 0.36 0.14 N/A 0.2178 0.2026 182.30 . 0.00 717.33 0.00 735.97 41.00 182.30 2608.00 0.00 757.36 0.29 0.00 3:00 3 0.38 0.14 N/A 0.2434 0.2264 203.73 0.00 717.33 0.00 735.97 41.00 203.73 2608.00 .0.00 961.09 0.37 0.00 3:15 3.2 0.41 0.14 N/A 0.2696 0.2502 225.15 0.00 717.33 0.00 935.97 41.00 225.15 2608.00 0.00 1186.24 0.45 0.00 3:30 3.6 0.46 0.14 N/A 0.3202 0.2978 268.01 '0.00 717.33 0.00 735.97 41.00 268.01 2608.00 0.00 1454.25 0.56 0.00 ' 3:45 4.3. 0.55 0.14 N/A 0.4098 - 0.3811 343.00 0.00 717.33 0.00 735.97 41.00 343.00 2608.00 0.00 1797.25 0.69 0.00 4:00 4.7 0.60 0.14 NIA 0.4610 0.4287 385.86 0.00 717.33 0.00 735.97 41.00 385.86 2608.00 0.00 2183.11 0.84 0.00 415 5.4 0.69 0.14 N/A 0.5506 0.5121 460.85 0.00 717.33 .0.00 735.97 41.00 460.85 2608.00 0.00 2843.96 1.01 0.00 4:30 6.2 0.79 0.14 N/A 0.6530 0.6073 546.56 0.00 717.33 0.00 735.97 41.00 546.56 2608.00 0.00 3190.52 1.22 0.00 4:45 6.9 0.88 0.14 N/A 0.7428 0.6906 621.56 0.00 717.33 0.00 735.97 41.00 621.56 2608.00 0.00 3812.08 1.46 0.00 5:00 7.5 0.96 0.14 N/A 0.8194 0.7620 685.84 0.00 717.33 0.00 735.97 41.00 685.84 2608.00 0.00 4497.92 1.72 0.00 5:15 10.6 1.38 0.14 NIA 1.2182 1.1311 1017.96 0.00 717.33 0.00 735.97 41.00 1017.98 2608.00 0.00 - 5515.87 2.11 0.00 5:30 14.5 1.86 0.14 N/A 1.7154 1.5953 1435.79 0.00 717.33 0.00 735.97 41.00 1435.79 2608.00 0.00 • 6951.66 2.67 0.00 5:45 3.4 0.44 0.14 N/A 0.2946 0.2740 246.58 0.00 717.33 0.00 735.97 41.00 246.58 2608.00 0.00 7198.24 2.76 0.00 6:00 1 0.13 0.14 0.08 0.0640 0.0595 53.57 0.00 717.33 0.00 735.97 41.00 53.57 2608.00 0.00 7251.81 2.78 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 - 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 7 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2606.00 0.00 7251.81 2.78 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 . 0.00 7251.81 2.78 0.00 0 0.00. 0.14' 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 8 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7251.81 2.78 0.00 Totalvolume(cf) - 7953.34 Total Overflow (cf) 0.00 �0) 0<05 4 J G 3of4 4 of 1 2 C, . 24 Hour Storm In 60 minute Increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow % Rain Qnllu) Max. Un. Rain (Nfu) Rate (cfs) Vol. (d) Input (cf) Area (s1) Perc. (cq Vol. (cl) Depth (ft) Basin (cf) Area (si) Perc. (cl) Vol. (CO Depth (ft) Vol. (d) 1:00 1.2 0.05 0.19 0.03 0.0258 0.0240 86.38 0.00 30.37 0.00 86.38 4.39 0.00 0.00 0.00 0.00 0.00 0.00 2:00 1.3 0.06 0.18. n n.1 0.0280 0.0260 93.58 0.00 103.88 0.00 179.90 9.14 0.00 - 0.00 0.00 0.00 0.00 - 0.00 3:00 1.8 0.08 0.18 0.04 0.0387 0.0380 129.57 0.00 183.52 0.00 309.52 15.72 0.00 0.00 0.00 0.00 0.00 0.00 4:00 2.1 0.09 0.17 0.05 0.0452 0.0420 151.16 0.00 293.79 0.00 460.68 23.40 0.00 0.00 0.00 0.00 0.00 0.00 5:00 2.8 0.12 0:17 0.06 0.0602 0.0560 201.55 0.00 422.44 0.00 716.35 39.44 0.00 0.00 0.00 0.00 - 0.00 0.00 6:00 2.9 0.12 0.16 0.08 0.0624 0.0580 208.75 0.00 691.17 0.00 735.97 41.00 189.13 2608.00 0.00 189.13 0.07 0.00 7:00 3.8 0.16 0.16 N/A 0.0054 0.0050 18.00 0.00 717.33 0.00 735.97 41.00 18.00 2608.00 0.00 207.13 0.08 0.00 8:00 4.6 0.20 0.15 NIA 0.0445 0.0414 148.96 0.00 717.33 0.00 735.97 41.00 148.96 2608.00. 0.00 356.09 0.14 0.00 9:00 6.3 0.27 0.15 N/A 0.1221 0.1138 408.95 0.00 717.33 0.00 735.97 41.00 408.95 2608.00 0.00 765.05 0.29 0.00 10:00 8.2 0.35 0.14 N/A 0.2082 0.1937 697.19 0.00 717.33 0.00 735.97 41.00 697.19 2608.00 0.00 1462.23 0.56 0.00 11:00 7 0.30 0.14 N/A .0.1609 0.1496 538.57 0.00 717.33 0.00 735.97 41.00 538.57 2608.00 0.00 2000.80 0.77 0.00 12:00 7.3 ' 0.31 0.14 NIA 0.1778 0.1654 595.31 0.00 717.33 0.00 735.97- 41.00 595.31 2608.00 0.00 2596.10 1.00 0.00 13:00 10.8 0.46 013 N/A 0.3322 0.3089 1112.12 0.00 717.33 0.00 735.97 41.00 1112.12 2608.00 0.00 3708.23 .1.42 0.00 ' 14:00 11.4 0.49 0.13 NIA 0.3817 0.3383 1210.81 0.00 717.33 0.00 735.97 41.00 1210.81 2608.00 0.00 4919.04 - 1.89 0.00 15:00 10.4 0.45 0.13 N/A 0.3221 0.2996 1078.50 0.00 717.33 0.00 735.97 41.00 1078.50 2608.00 0.00 5997.54 2.30 0.00 16:00 8.5 0.37 0.12 N/A 0.2437 0.2266 815.93 0.00 717.33 0.00 735.97 41.00 815.93 2608.00 0.00 6613.47 2.61 0.00 17:00 1.4 0.06 0.12 0.03 0.0301 0.0280 100.77 0.00 717.33 0.00 735.97 41.00 100.77 2608.00 0.00 6914.24 2.65 0.00 18:00 1.9 0.08 0.12 0.04 0.0409 0.0380 136.77 0.00' 717.33 0.00 735.97 41.00 136.77 2608.00 0.00 7051.01 2.70 0.00 19:00 1.3 0.06 0.11 0.03 0.0280 0.0260 93.58 0.00 717.33 0.00 735.97 41.00 93.58 20:00 1.2 0.05 0.11 0.03 0.0258 0.0240 88.38 0.00 7 2808.00 0.00 7144.58 2.74 0.00 ' 17.33 0.00 735.97 41.00 86.38 2608.00 0.00 7230.96 2.77 0.00 21:00 1.1 0.05 0.11 0.02 0.0237 0.0220 79.18 0.00 717.33 0.00 735.97 41.00 79.18 2608.00 0.00 7310.14 2.80 - 0.00 22:00 1 0.04 0.11 0.02 0.0215 0.0200 71.98 0.00 717.33 0.00 735.97 41.00 71.98 2608.00 0.00 7382.12 2.83 0.00 23:00 0.9 0.04 OAII 0.02 0.0194 0.0180 64.78 0.00 717.33 0.00 735.97 41.00 64.76 2608.00 0.00 7446.91 2.88 0.00 24:00:00 0.8 0.03 0.11 0.02 0.0172 0.0160 57.59 0.00 717.33 0.00 735.97 41.00 57.59 2608.00 0.00 7504.49 2.88 0.00 25 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2808.00 0.00 7504.49 2.88 0.00 26 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49. 2.88 0.00 27 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49 2.88 0.00 28 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2808.00 0.00 7504.49 2.88 0.00 29 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49 2.88 0.00 30 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49 2.88 0.00 31 0 0.00 0.11 0.00 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49 2.88 0.00 32 0 0.00 0.11 0.00 ' 0.0000 0.0000 0.00 0.00 717.33 0.00 735.97 41.00 0.00 2608.00 0.00 7504.49 2.88 0.00 Total volume (cf) 81 .34 Total volume (cf) Total Overflow (cf) 0.00 )O net 4 r . c J cr 1P 12' ADS S7ORM'DRAIN PIPE 20 LIN FT. 0 25x--I 148, IOFL- \\ I 2 PIPE , NU &NY I PROPOSED CURB NIET CATCH BASIN PER 07Y OF LA OUINTA STD. MO N.9.0' H-6.0' MAXWELL PLUS PRIMARY / Svwo CHAMBER iCaFS 141.16 MAXWELL PLUS SECONDARY SETILLNG CHAMBER iLWG HA B CONCRETE SLAB F0071NG J/4' COARSE AGGREGATE J ` CONCRET STRIP F0071N0 OEO -IFn E FABRIC FOR fX7RA7I0N AID (TYPICAL) UNDERNEATN COARSE AGGREGATE StormTrap underground precast storage layout . utilizing the Maxwell Plus drainage system r r � '! -2-a, _ _ r:.. lI:.1! 1.1 _ _ _ � � � Boom • 7 • M.-Pi '�'i • _ `• M T• mh,. t• 9 ° ! � E-M _ it � y CONCRETE SLAB F0071NG J/4' COARSE AGGREGATE J ` CONCRET STRIP F0071N0 OEO -IFn E FABRIC FOR fX7RA7I0N AID (TYPICAL) UNDERNEATN COARSE AGGREGATE StormTrap underground precast storage layout . utilizing the Maxwell Plus drainage system r 9 �, o r` X. e irg , I � 1 d OI r i ,f8.9 1 I I- 1 1 Ul .9 I 1 1 � I 1 J 1 I i 0 I I B I 1 ; 1 ~ 1 I i 1 1 I � 1 1 1 I 1 I a 1 a_ = � 1 0 e 1 1 11 1 I i 1 0 3 w r Z CL J �w N > Z J CL 1 T 3 w C o w >- Q 0S 3 o I- Ul .9 I Z 0 J . ui 0 0 ,L9'S Y ,c9"s w w w ,0 S 3 ri > Z ¢ w w ri • v 0 . O � vV N Ul .9 W Z 0 . 0 0 0 U0 W 0 o Co p do Sp U� U u. ° a_ = r J 0 11 I Q ir o N ¢ 0 1' CL CL X x ri N W L a p P > W 3 PLC, t�'aC` The MaxWelITM Plus Drainage System Detail And Specifications ®omm o o© • •- m® ©�o2© re O ITEM NUMBERS 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. 2. STABILIZED BACKFILL - COMPACTED NATIVE IN LANDSCAPED AREAS, 1 SACK SLURRY IN PAVEMENT. 3. BOLTED RING & GRATE /COVER - DIAMETER AS SHOWN. CLEAN CAST IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM ELEVATION ±0.02' OF PLANS. 4. GRADED BASIN OR PAVING (BY OTHERS). 5. COMPACTED BASE MATERIAL (BY OTHERS). 6. PUREFLOTM DEBRIS SHIELD -. ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. 7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. 8. MIN. 6'0 DRILLED SHAFT. 9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED. 10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE SEAL. 11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. 12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. 13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST COMPLEMENT SOIL CONDITIONS. 14. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL SCREEN WITH 32 SLOTS PER ROW /FT. DIAMETER VARIES 96" OVERALL LENGTH WITH TRI -B COUPLER. 15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE SOILS. 16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE- TO BE REMOVED BY CUSTOMER AT PROJECT COMPLETION. H H h- LU O 0 N cr w W J W CD Q W U W zCL O rJ- uWi o Q w W z w CL CD x 'AZ Lk. R00070465 A. R00047067 B4. AOWR363 ' CA Lk. 538080. 1-42. NAL W UC. 0035350 A - NM U. 90504 GF04 U.S. Pa1aM No. 4,921,330 - TaT Wa ,k 1974, 199D. 2004 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 OZ. CAPACITY. 18. CONNECTOR PIPE - 4" 0 SCH. 40 PVC. 19. VENTED ANTI - SIPHON INTAKE WITH FLOW REGULATOR. 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCREEN WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI-C END CAP. 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREASE PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE OVERFLOW. 22. INLET PIPE 23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. c c r t c F u c FRAME 23 3/4 ". OPENING EXCEPT FOR REINFORCING T T BAR SHOWN ADJACENT TO 211 2" FRAME, REINFORCE TOP SLAB S r-3" -3,. PARKWAY COVER &FRAME WITH, NO.3 BARS SPACED 6" C -C. STD. NO. 312 I b �1ll1 i III I -; ttttt tttl t ; ANCHOR 2" CLEARANCE TYP' I -� -I -III I " ( ) Tn>7 -f- -T111 : R CURB DEPRESSION BACK OF CURB �J-4�++4 -L�l J_ +4U +` 1 1/2 OR AS NOTED I� 4-LII! FL -► �- FL. J� 6'-0 "MIN. GUTTER 4'-0" MIN. OPENING +--- GUTTER OPENING TO BE SPECIFIED 5� ON IMPROVEMENT PLAN. EXPANSION JOINT o SEE NOTES - STD. 300. EXPANSION JOINT v I SEE STD. 330 FOR GUTTER DEPRESSION Q� —►� 1'-6" TYP. SEE STD. NO. 310 FOR DETAIL OPENING NORMAL GUTTER FLOWLINE 6' -0" 4" � 41/211 6" so NO 4 BARS @ 18" C-C MIN. 3" EMBEDMENT • 11 CONSTRUCTION JOINT II• - 1 "C LEAR TYPICAL • R =3'' I� •1/2" PEO' ' II• - —►I T 3, .. T . SECTION A -A CATCH BASIN SHALL BE CLASS "A" P.C.C. *TOP OF CATCH BASIN TO BE POURED MONOLITHIC WITH SIDEWALK, 6 FT. REVISIONS: APPROVED 08/21/01 STANDARD CHRIS A. VOGT 300 CITY ENGINEER RCE 44250 CURB INLET CATCH BASIN N0.1 SHEET 1 OF 2 PERCOLATION REPORTS (*'Sladden Engineering 77 -725 Enfield lane, Suite 100, Palm Desert, CA 91211 (760) 7723893 fax (760) 772 -3895 6792 Stanton.Avenue, Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845 -8863 August 28, 2008 Project No. 544 -08074 08- 08-463 Desert Car Wash 42 -185 Washington Street Palm Desert, California 92211 Project. Proposed Car Wash Facility 43 -632 Washington Street La Quinta, California Subject; Response to the City of La Quinta Review Comments dated August 4, 2008; PCN 08161 Reference: "Percolation/Infiltration Testing for Stormwater Retention System Design, Proposed Car Wash Facility, La Quinta, California ", Project No. 544- 08074; Report No, 08-04 -201, Prepared by Sladden Engineering, dated April 15, 2008 Sladden Engineering is pleased to submit this letter in response to comments made by the City of La Quinta's personnel following the review of the above referenced report. This letter provides our responses to comments and provides the additional information requested. The information contained in this letter is intended to supplement the information presented in the above referenced percolation/infiltration report. COMMENTS AND RESPONSES The City of La Quinta review comments are presented below and each is followed by our response. The comments are also presented within Appendix A. Comment 4: Please utilize City Engineering Bulletin 06-16 for allowable percolation assumptions. For the Retention Basin Sizing sheet, please do not exceed a percolation rate of 2 in/hr. Please provide test data -of the Sladden Engineering percolation test and indicate the absence or presence of silt or clay layers. Response 4: The requested percolation test data is included within Appendix .0 of this response. The soil encountered within the exploratory bores consisted primarily of fine - grained wind -blown sand. Fine - grained sand was the most prominent soil encountered within our exploratory bores. Several minor silty fine - grained sand layers that varied in thickness were- encountered. Significant silt and /or clay layers were not encountered within our exploratory bores or percolation test holes (see attached bore logs Appendix B). August 28, 2008 2 Project No. 544 -08074 08-08 -463 Sladden Engineering appreciates this opportunity to be of service to you on this project. Please contact our office, if you have any questions or require any additional information. Respectfully submitted, FESSrp,� SLADDEN ENGINEERING QUO �c V. ANp--9o(�' No. C 45389 Exp. 9- 30.2008 Nicholas S. Devlin Brett L. Anderso C Staff Engineer Principal Engineer .n —,. Letter /nd Copies: 2/Desert Car Wash 2 /City of La Quinta APPENDIX A =OF LA QUINTA REVIEW COMMENTS AUG - 4 2008 • I Y OF LA QUINTA PLANNING DEPARTMENT P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -9504 PUBLIC WORKS DEPARTMENT 78 -495 CALLE TAMPICO (760) 777 -7075 LA QUINTA. CALIFORNIA 92253 FAX (760) 777 -7155 SUBJECT: PCN 08161 DESERT EXPRESS CAR WASH SDP 2008 -905, LEVITAN DEVELOPMENT, LLC (YURI LEVITAN) LESLIE LIPPICH ARCHITECT EA 2008 -598, CUP 2008 -112 (HYDROLOGY & GEOTECHNICAL) DATE: August 4, 2008 INSTRUCTIONS TO APPLICANT: 1) Please provide a written response to each comment on the following pages or in green line on the redlined plans. 2) Please revise originals and reprint Plans and /or Calculations as necessary for corrections. 3) Please return all red - marked Plans, Back -Up Documents, Specifications, Calculations or Reports with the resubmttta. 4) Please assure that each sheet of the resubmitted Plans and the title, cover or signature sheet of the Documents, Specifications, Calculations or Reports include the preparer's name and telephone number and are wet - signed and stamped by the licensed preparer as prescribed by Califomia Business and Professions Code Section 5536 (Architects) and Section 6735 (Civil Engineers). Resubmittals will not be accepted with signatures missing. 5) Please return this list, your written responses, and all documents listed above with your resubmttea. REQUESTED PUBLIC WORKS CORRECTIONS (1st Round Check) TRANSMITTED TO PLANNING DEPARTMENT: 1. Pagel, Please provide 100 year storm water retention in all tributary areas. Retaining only the incremental increase of storm water generated by the developed condition does not meet City standards. Please revise. 2. Page 1 & Hydrology Calculations, Please recheck the input data for hydrological estimates. City check estimates for the maximum flow rate and required retention volume are significantly higher than FOR estimates. Please verify Tc for flow rate and intensity, impervious assumptions and the maximum assumed infiltration rate. 3. The Overland Flow Time Nomograph is not used at the City of La Quinta. Please (� utilize the Riverside County Flood Control Manual Plates. J 4. Please utilize City Engineering Bulletin 06 -16 for allowable percolation assumptions. For the Retention Basin Sizing sheet, please do not exceed a percolation rate of 2 in/hr. Please provide test data of the Sladden percolation test and indicate the absence or presence of silt or clay lenses. 1 5. Please utilize City Engineering Bulletin 06 -16 for rainfall assumptions at the site. 6. Please utilize City Engineering Bulletin 06-15 for underground retention guidance. The proposed StormTech chambers do not meet City design guidance for underground retention. Additionally, please provide a complete layout outline of'the proposed retention system. Please return hydrology report redlines to FOR for correction. Sincerely, T' oth R. n n, P.E. Y Public works Director/ City Engineer �l U, Sladden Engineering 77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772 73893 Fax (760) 772:3895 6782 Stanton Ave., Suite A. Buena park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845 -8863 April 15, 2008 Desert Car Wash 42 -185 Washington Street Palm Desert, California 92211 Project: Proposed Car Wash Facility 43-632 Washington Street La Quinta, California Subject: - Percolation/Infiltration Testing for Storm As requested, this report has been prepared to pr, testing performed at the subject site to evaluate the they may impact stormwater retention system desk Project No. 5408074 08- 04-201 Retention System Design . a summary of the results of infiltration surface and subsurface soil conditions as Infiltration /percolation t NideCoun ormed on April 1 & 2, 2008. Tests w performed in general conformance ty guidelines for leach line and se epage it feasibility and with proper interpre on se applicable for use in stormwater retentio design. The tests were performed n the arcated on the attached plan. Tests A, a 13 indicated relatively stable utfil 'on ratess of 10 ixtches per hour for the su ce soil. Tests C and D demonstrated rates e available water source. Three exploratory bores were excavated on April 1, 2008 in the approximate locations indicated. on the attached site plan, to observe the soil conditions in the areas of the proposed retention. The exploratory bores were excavated with a truck mounted drill gTg to. a maximum d nth of approxiniatel a e. soi encoun the expl bores consisted primarily of fine- grained sand. Fine-grained sand was the most p minent soil encountered within our exploratory bores. It should be noted that the infiltration rates determined are ultimate rates based upon field test results. 'Safety factors should be considered to account for subsoil inconsistencies and potential silting of the percolating soil. Based upon the soil encountered and the rapid infiltration/percolation rates determined by testing, the maximum allowable rates. discussed in the City of La Quinta's bulletin should be applicable. pr April 15, 2008 -z- Project No. 54¢08074 08- 04-201 1f you have any questions regarding this memo, please Lonia~� Respectfully submitted, SLADDEN ENGDMMING Nickolas S. Devlin Engineer Letter /nd Copies: . 2/Desert Car Wash •Sladden En&eering i SITE PLAN WITH APPROXIMATE PERCOLATION TEST AND BORE HOLE LOCATIONS �~ �i si SCALE: As Shawn NORTH MAP SOURCE: Leslie Lippich Architect & Associates, Inc. LEGEND APPROXIMATE BORE !-TOLE LOCATION ❑ APPROXIMATE PERCOLATION TEST LOCATION t NORTH Sladden Engineering JOB NAME: Desert Car Wash.Padlity, LQ JOB NO. 544 -08074 REPORT NO: 08 -04 -200 05' S,7) to Proposea Car Wash Facility 43 -632 Washington St>rce La Quinta Date: 4/1/2008 Bore No.1 _ J'ob Number: 544 -08074 U It C). 0 N I. 4 A C c� U Q1 Description ro Remarks 0 Artificial Fill Soil -6 -7 feet - 10/7/8 t Sand: Fine Grained SP 112.1 3.2 10.0 Grey in color 5. '. 314/6 Sand: Fine Grained SP 106.9 2.4 5.7 Grey in color - 4/7/11 and: Fine Grained SP 116.2 0.9 4.7 Grey in color 10 4J617 1 and: Fine Grained SP 0.6 9.1 Grcy in color - 7/10/13 V Sand= Fine Grained SP 105.2 0.8 7.3 Grey in Color 15 5/7/8 l Sand: Fine Grained SP 0.8 11.1 Grey in color 7/7/1 1 Silty Sand: Fine Gmincd SM 109.2 03 192 Grey in color ZO ': 61319 Sand: Fine Grained SP 0.8 6.8 Grey in color - 9/14/14 Sand: Fine Grained SP 112.0 0.6 5.2 Grey in color 25 9112/14 Sand: Fine Grained ' SP 0.7 8.0 Grey in color 30. '' 7 __14114119. Sand: Fine Grained _ , 106.1. 0.7 5,6 Grty.in color... _ _ _ . _ .. _ , _ -_S.P . 35 ? 11/12/15 Sand: Fine Grained SP 0.7 8.0 Grey in color 40 : ?i ' 13/16/21 Sand: Fine Grained SP 115.9 0.7 8.4 Grey in color - ' ! Mote: The stratification lines - represent the -approximate 45 5115/22 Sand: FineGiained SP 0.9 7.0 boundmics betwom the. soil - ((;rey in color) types: the transition may be _ gradual, _ otal Depth - 51 Feet 50 13/I8/Z1 Sand: Fine Grainai 5P 104.4 0.9 3.3 Groundwater not encountered - (Grey in color) Bedrock not encountered Sladdcn Engineering f ( Proposed Car Wash Facility . 43-632 Washington Street, La Quinta Date: 4/1/2008 Bore No. 2 Job Number: 544 -08074 � 0 N ¢ CL 3' A c� V Description ' = rn _. o 5 o Remarks 0 Artificial Fill Soil —10-12 Feet - 6!8/9 Sandi Fine Grained SP 113.1 2.8 5.4 Grey in color 5 3/4/6 �Q Silty Sand: Fine Grained SM 103.4 1.9 13.3 Grey in color 10 . ? G/S /12 Sand. Fine Grained SP 116.0 1.6 5.4 Gmy in color ]5 4/6/6 �v Sand: Fine Grained SP 0.8 6.7 Grey in colon 20 4/6/9 Sand: Fine Grained SP JI 94.7 13 11.9 IlGreyincolor 25 130 California Split -spoon Sample Total Depth = 20 Feet - Bedrock not encountered !- Unrccovered Sample I Groundwater not encountered E• _ Standard Penetration Test Sarnple 35 40 Note: The Stratification tines represent the approximate _ boundaries between the soil types; the transition may be _ gradual. 45 50 Sladden Engineering Proposed Car Wash Facility 43-632 'Washin on Street, La Quinta Date: 4 /laOOS Bore No. 3 Job Number: 544 -08074 c � I - u p T CO go P Ascliption •C _Q Remarks 0 rd icial Fill Soil -4 Feet - Cobbles' - 4 I9S Sand: Fine to Medium Grained SP 106.6 2.5 12.7 Grey in color _ cbris S 3/3/5 S Sand - rine Grained with Roots SP 109.6 1.1 10.4 Grey in color 10 6/7/8 t Sand: Fino Grained SP 108.1 0.7 63 Grey in Color i is `: 517n Sand: Fine Grained SP 0.7 9.0 Grey in color 20 8/11/16 Sand: Fine Grained SP j 98.1 0.6 1 9.4 Grey in Color 25 30. CalifomiaSplit -spoon Sample .. _ _ _. _ otal Depth —20 Fed_ . . - Bedrock not encountered - Unrecovered Sampic Groundwater- not encountered - Standard Penetration- Test Sample 35 40 Note: The stratification lines reprc=t the approximate boundaries between the soil types; the transition may be _ gradual. 45 50 Stadden Engineering APPENDIX B PERCOLATION TEST DATA SHEETS BORE LOGS r I 0 ,shallow �a "• Stormwater Percolation Data Sheet Project: -w Cq�^ _. _ Project No.: `%�� 1) ?0 7~ Test Hole' Date Excavated. r Depth of Test Hdls:_�.. _ Soil Classification: Check for Sandy Soil Criteria Tested by: Date: �� Presoak: Actual Percolation Tested by: Bate: 2 Trial Time Time Initial Final Change -in No- of Interval Water Water Water Readinn /min 1 I axial fin i I m%W /I. 1 1 —..J /I- t Reading Time No. of Readina Use'Normal or Sandy (Circle One) Soil Criteria Time- Total Initial Final Change in Percolation . Interval Elapsed Time Water Water Water 'Rate .(min_) imin l I Aval (in i I oval fin 1 t o...,1 r, 1 I_..:_ 1 to ,, 10:15— 2 ►a $S 11 %8'� - -- .- 3 r''e }r '1 ! p D �7 ltd w 10" �rs— S Reading Time No. of Readina Use'Normal or Sandy (Circle One) Soil Criteria Time- Total Initial Final Change in Percolation . Interval Elapsed Time Water Water Water 'Rate .(min_) imin l I Aval (in i I oval fin 1 t o...,1 r, 1 I_..:_ 1 to ,, 2 ►a $S 11 %8'� - -- .- 3 r''e }r '1 11� Sb ltd w S f s O.M 0.93 7 e 10 11 12 ,5l)al J'OW y Stormwater Percolation Data Sheet Projed"�� Project N- o���� -( Test Hole_ 1 _ Date Excavated: Depth of Test Hole Soil Classification: Check for Sandy Soil Criteria Tested by: Date: 0 Presoak: Actual Per'oolation Tested by: Date---4 '1 r Trial Time Time Inidal Final Change in No. of Interval Water Water Water Reading min. Level (in j _ Level (in.) level (in.) A M Reading Time No. of Readino ti Dly Ilse "Normal or Sandy (Circle one) Soil Criteria Time- Total Initial Final Change In Percolation Interval Elapsed Time Water Water Water `Rate (min 1 lmin 1 i Gifnl tin 1 t of r I I_ _I •:_ . /11 1 �OQ 0 to 3 If" Io I �,zp I l2'� r 12 F3 7 8 9 10 71 12 Reading Leach Pit Percolation Data Sheet lob No.: 5� 4/ �j Project: - — Test Hole: _Date excavated: _ Depth of 7est'��� _ soil Classifi ation: 0-11 &,4 Check for Sandy Soil Criteria Tested by: a DateL- Y Actual Percolation Tested by: ( Date:_ — Time Time Total Depth Initial Final Difference U-i- wnfor Water Water No. of €leading . interval (min.) V, I lw'� (ft.) Level (ft.) Level (ft.) ft. Level (ft.) r� �n Ir t 3 .4 5 6 8 9 10 l .l 12 Leach Pit Percolation Data Sheet Pro � a Job No.' 544- n V) _ ject:_ — Test Hole: __ Date Excavated: y 0 Depth of 1 "es Hole: j Soil Classitirat on: Check for Sandy Soil Criteria Tested by: _ _r Date; Actual Percolation Tested by: _ Date:�� - Keating Time Time Total Depth Initial Final Difference 4w I Water Water Water No. of 'Reading Interval o o e So Level (ft -) V, Level (ft.) Level (ft.) A; —ZED, L 2 3 4 5 6 8 9 10 11 12 Proposed Car Wash Facility 43 -632 Washington Street, La Quinta Date: 4/1/2008 Bore No. I Job Number: 544 - 08074 w V C 0 o N a En r x Description Retna•ks 0 ;? Artificial Fill Soil --6-7 Feet l On18 Sand: Finc Grained SP 112.1 3.2 10.0 Grcy in color 5 3/4/6 Sand; Finc Grained SP 106.9 2.4 5.7 Grey in color 4/7/11 Sand: Fine Grained SP 116.2 0 -9 4.7 Grey in color 10 4/6/7 Sand: Fine Grained SP 0.6 9.1 Grey, in color 7/10/13 SaAd:'FineGrained SP 105.2 0.8 7.3 Grey. incolor 1 S 5/7/8 Sand: Fine Griffictl SP 0.R 11.1. Grey in color - 7/711 1 Silty Sand: Finc Grained SMl 109.2 0.3 19.2 Grey in color 20 6/8/9 Sand: Fine Grained SP 0.8 6.8 Grey u, color . 9114/14 Sand: Fine Grained 'SP 112,0 0.6 5.2 Grry in color 25 9/12/14 Sand: Finc Grained SP 017 8.0 Grey in color 30. 'ss' _14/14/14. S.aai1; Fine Grained _ , _ _ .. _ _ . _ .:: ; SE' 106.1 0.7 5.6 . Grcy.in color. _ 35 ; : 11/12/15 Sand: Finc Grtinet, SP 0.7 8.0 rcy in color 40 13/16/21 Sand: Fine Grainod SP 115.9 03 8.4 Grcy in color _ Note: The stratification lines represerlt the approximate 45 5 115122 San<l: Fine Grained SP 0.9 7 -0 wrdaties betwacrt the soil _ (Grey ill color) types; the transition may be gradual. Total Depth - 51 Fezt 50 '` 13 /18/21 Sand: Fine Grained 104.4 0.9 3.3 Growldwatcr not enawntel'Ctl _ (Grey in <vlor} Bedrock not encountcrod Slllddcn Engineering Proposed Car Wash Facility 43 -632 Washin on Street, La Quinta Date: 4/1/2008 Bore No. 2 Job Number. 544 -08074 o 0 0 4r ;p u 2: wr R J S A .G to U 3 o M Desui tion ° � o emarks 0 Artificial Till Soil 10.12 Fce • 6/8/9 Sand: FineGnainai SP 113.1 2.8 5.4 Orcy in color 5 3/4/6 Silty Sand: Fine Grained SM 1 103.4 1.9 13.3 Grey in color 10 6/8112 Sand: Fine Grained SP 116.0 1.6 5.4 Grey in color I S 4 1(.i 16 Sand: Finc Grained SP 0.8 .6.7 Grey in color 20 416/9 Sand: Fuw Gr-dincd -SP 94.7 1 1,3 1 11.9 Groyincolor 25 30 California Si lit -spoon Sampic _ oral Depth —20 Feet cdrock not encountered - Unrecovered Sarnpic roundwater not encountered - Standard PmctrstiUU Tout Sx pin 35 40 Notc: The stratification lines represent die approximate - hounclarics l5ctwccn tho soil typcs. the transition may be _ gradual: 45 50 Sladden EngineerinjZ