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30378
IE "/ D3�8 IN THE CITY OF LA QUINTA, CALIFORNIA HYDROLOGY /DRAINAGE REPORT REPORT FOR TRACT 30378 IN THE SE 1/4 OF SECTION 4 , T 6 S, R 7 E, SBM (Last Revised 7/19/07) ETEL(760)360 -4200 FAX(760)360 -4204 Coachella Valley Engineers 77 -899 Wolf Road, Suite 102, Palm Desert, CA 92211 Q?,of E S S /p^, 4� \ K. RI C�� _ �9 �7 rn NO. 35728 ,^ EXP. 6-30-09 7" DAVID K. RICE JR. — RCE 35728 — EXPIRES 6 -30 -09 OF AVENUE 50 T. 5S. tZ T. 6S. W U) 0 OLD ORCHARD LN. I 4— AVENUE 51 VISTA � SITE �o BONIT TRAIL BETH CIRCLE o AVENUE 52 VICINITY MAP NOT TO SCALE OCoachella Valle y Engineers May 24, 2007 Mr. Timothy R. Jonasson, P.E. City of La Quinta Public Works Director /City Engineer 78 -495 Calle Tampico La Quinta, California 92253 Dear Mr. Jonasson, P.E., This letter will transmit the 4`h Amended Hydrology and Retention Basin Design Report for TM 30378. Said report has been prepared in accordance with the definitive criteria to the City Engineering Bulletin No. 16 as set forth by City Staff during the last review meeting. This submittal is in total compliance to the items of conformance as outlined in your May 7, 2007 letter. The Imperial Irrigation District plans for the electrical infrastructure have been approved and a copy included herewith. The III) easement instrument is included herewith. The retention basin and maximum storm volumes based upon the City of La Quinta Design Synthetic Unit Hydrograph Method is included for the 100 year 3 hour storm criteria. Said procedure substantially conforms the Staff s recommended amount of cumulative storm volumes as discussed and reviewed during the meeting. The amended sheet no. 3 of the final map is included with this submittal. Said sheet no.3 designates the limits of the utility easements and the storm drainage easement. A copy of the reciprocal use agreement between owners is included herewith. Said agreement grants permission to install the offsite drainage basin for Beth circle and Madison Street said private property off site of this project. tCVE agree to provide this information and we have done so. I trust that you and staff will find this storm water volume storage capacity to be in substantial conformance to the verbal directive comments supplied by Staff during our last meeting. Please review the deport and CVE is looking forward to its subsequent approval. ncer ly y i .�. avid K. Rice r. Civil Engineer. ' 77 -899 WOLF ROAD, SUITE 102 PALM DESERT, CA 92211 TELEPHONE (760) 360 -4200 FAx (760) 360 -4204 U Quinla Polo Partners - CVE 11 111 - ' Ave 51 cJ Madison - Rod Vandenbos LA QUINTA POLO PARTNERS Un Q3(DQ3'Y HYDROLOGY AND DRAINAGE FACILITY DESIGN REPORT INDEX Cover Sheet Index Hydrology and Drainage Facility Design Report Retention Basin Storage Summary Location Map — Predevelopment Drainage Area Map — Post Development NWS NOAA Precipitation Forecast Soil Conservation Service Aerial Map Data Appendix 1. Soil Engineer Percolation Report 2. Soil Engineer Percolation Report Update 3. , CVE & CLQ Comparative Drainage Areas and SUH Storm Volumes 4. CVE Synthetic Unit Hydrograph Analysis — Basins 1 through 15 5. Retention Basin Storage Calculation Sheets 6. CVE Design Calculations 7. SCS Hydrologic Soil Group Table 12 8. Calculation of Madison Avenue 10 year and 100 year per EB -16 9. Nuisance Water Evaluation May 24, 2007 10. TM 30378 AND TM 33085 Reciprocal Easement & Maintenance Agreement 11. Imperial Irrigation District Utility Easement and "as built drawing" 12. CLQ approved December 2004 Hydrology and Retention Basin Report w/ Riverside County Hydrology Manual (RCAM) Excerpts: a) 3, 6 and 24 Hr Storm Volume Precipitation Plates b) Rainfall Pattern Table c) 10 and 100 Year Storm Intensity Duration Table d) Pervious Area Runoff Index Table 5/22/2007 01152 CVE U Quinta Polo Partners - CVE 01 152 - Ave 51 @ Madison - Rod Vandenbos e) Impervious Cover /Development Table f) Runoff Coefficient Curves g) Initial Sub -area Time Of Concentration Homograph h) Street Velocity Discharge Curve 13. Bureau of Public Roads Curb Inlet Capacity Nomograph 5/22/2007 01152 May 24, 2007 CVE 1 HYDROLOGY AND RETENTION BASIN DESIGN FOR TRACT 30378 City of La Quinta (Southwest Corner of Ave 51 and Madison St.) Statement of Amendment 2007 The City of La Quinta has requested an updated Hydrology and Retention Basin Report to be prepared in the 2007 Engineering Procedure for the City of La Quinta, as adopted by the city council on December 19, 2006. Said procedure is detailed in the City of La Quinta Department of Public Works Engineering Bulletin No. 06 -15 and 06 -16. The original Hydrology and Retention Basin Report was submitted on August 31, 2004. This report will review and modify the existing report in the areas which do not conform to the new design criteria of EB No 15 and 16. Design Criteria Differences The City of La Quinta published Engineering Bulletin Nos. 15 and 16 addressing the updated design criteria for underground retention basins and the hydrology design criteria. For TM 30378, the project acreage per basin is less than 10 acres. The City of La Quinta has mandated that the Hydrology Study be completed by using the Synthetic Unit Hydrograph method of storm water runoff. The criteria for the hydrology analysis shall be based upon the 100 year storm occurence frequency and a three hour storm duration period with the class AMC 11 soil and a composite runoff factor of class 56. The design of Madison Street shall be predicated on conformance of construction to merge to the existing east half of the street. The project 2007 underground retention systems can implement the use of the Deepwell Percolation Chamber and must be dissipated within 72 hours. Sand filter calculation rates can be applied to the drywell. Any percolation tests conducted must be done so with the double ring infiltrometer ASTM D3385 -88 (sand lithology). Rainfall Intensities shall be prepared using a locally zoned City map in accordance to the . NOAA available forecast data. Project street capacity shall be calculated on the FHWA HEC 22 methodology. Proiect Location Tract 3 03 78 is located in the City of La Quinta, at the southwest corner of the intersection of Vista Bonita Trail (VBT), (aka Ave 51) and Madison Street. It is designated as APNs 772 - 270 -011, 012, & 013, and is described as a portion of the NE '/4 of the SE '/4 of Section 4, T6S, R7E, SBB &M. It consists of approximately 10 acres of flat, sandy, former citrus grove being divided into eight, approximately 1 -acre residential lots. Discussion & Summary The contours on the enclosed portion of USGS topo map (Location Map) indicate that Vista Bonita Trail follows a ridge for approximately 1100 feet, from the Coachella Canal to Madison St. The easterly 900 feet of this street historically drained past and /or into subject site. Subject site cannot obstruct this flow, and must convey it through, or past, the site. Typically, development of such sites are not required to retain, and dispose of , offsite flows. North of Vista Bonita Trail (Ave 51), Madison Street drains north, away from the subject site to a culvert flowing east under Madison Street. South of Vista Bonita Trail, the west half of Madison Street drains south along subject ' site frontage, and will be collected in a curb inlet (cb #1) at Beth Circle, near the southeast corner of this site. ' The easterly 50 feet of the orchard area to the west of subject site was surveyed by CVE, along with the subject site. An existing 1 to 2 foot high berm constructed by the owner of the adjacent offsite property prevents all runoff from that property from impacting this ' site. The general elevation of this property 20 feet west of the property line is 518.4. The elevation of the top of this berm is approximately 520.2 (see spot elevations on the rough ' grading plan). This data demonstrates that this offsite area does not drain into subject site. Instead, the offsite parcel drains south from Vista Bonita Trail past subject property, and thence southeasterly across the property south of subject to Madison Street. tCalculations were made for the 100 -year, 1 hour, 3 hour, 6 hour, and 24 hour storm data to confirm which storm requires the largest retention volume. To ensure a fail safe ' design, volume calculations were performed utilizing a 0 "/hr percolation factor.This criteria per City Engineering Bulletin 06 -16, item 9. t The 100 year, 3 hour storm required the largest retention for the designed basins (see the Retention Basin Summary Table attached). ' All basins have been designed with varying depths ranging from 2' up to 3.8'. As per the City of La Quinta design standards, a maximum side slope ratio of 3:1 has been identified for all ponding. Maintenance ramps, with a maximum longitudinal slope of 15% are ' specified for all permanent ponds. A minimum of P of freeboard, defined as the I ' elevation differential between the 100 -year water surface elevation and the nearest street flowline elevation, has been provided within each permanent retention facility. ' The included Retention Basin ear Storage Date Table indicates that the total 100-year Y cumulative retention volume required is 62,500 cf, while the total storage volume provided with this project is 84,000 cf. ' Basins 1 through 7 are designed as individual retention facilities accepting runoff waters from Lots 1 through 7 respectively. Basins 1 through 4, located along the lot fronts immediately west of Old Orchard Lane are provided with emergency overflow spillways ' which will discharge to Old Orchard Lane in the event that storm volumes exceed the design storm. Basins 5 through 7, located at the Old Orchard Lane frontage of Lots 5 through 8 have emergency overflow spillways at the south end of each facility. In the ' event of an overflow, excess floodwaters will enter Basins J (11), K(12), & L(13) before spilling into Madison Street via proposed Catch Basin #1, located just north of Beth Circle. Basins 8W, K (12) and L(13) have been designed as one interconnected system to maximize storage capacity. During the design event, contributing flows will be generated ' from Lot 8, Old Orchard Lane, the northern portion of Beth Circle, and from the west half of Madison Street, adjacent to this site. Floodwaters from the previously defined 100' x 900' portion of Vista Bonita Trail will also be intercepted and conveyed via Madison Street Drainage flow through the defined Basin 8 through 10 ponding system via CB 91 located at the intersection of Madison St. ' and Beth Circle. During a 100 -year storm event, excess waters from Vista Bonita Trail will pass back out the Madison Street catch basin, and continue south within the roadway. tBasins 14 and 15 are very small temporary retention ponds, pending development to the south of Beth Circle and Old Orchard Lane. The tributary areas for these basins are ' 100% street pavement.. The runoff coefficient was adjusted to 90 % to ensure adequate retention in these temporary basins. These basins have been converted from the original analysis to the catch basin diversion into the "On Site" catch basin for TM30378 and TM33085.See appendix for the reciprocal agreement between: TM 30378 and TM 33085. ' All retention basin 100 year water surface elevation perimeter boundary are within the legal limits of the drainage easement. t The existing 6 foot high masonry privacy walls around the site assure privacy and complete control of offsite drainage. The west wall replaces reliance on the existing berm. The north wall assures that the Vista Bonita Drainage remains channelized in, I what is currently, a roadside Swale until it reaches Madison Street and can be collected at CB #1 at Beth Circle. 1 The south wall insures that Lot 1 does not drain south onto the neighboring property. As stated earlier in the report, runoff from the 100' x 900' section of Vista Bonita Trail, ' to the immediate north of the site, collects in a v -ditch located along the south right of way line. Collected flows are conveyed east to Madison Street, and then south to CB #1 to be located along the west Madison curb, just north of Beth Circle. Intercepted flows from Vista Bonita Trail will be routed through the interconnected 8 through 10 retention facilities. During a larger event, these excess offsite flows will exit back out CB #1 to Madison Street (CB #1 flow line = 512.50), overtop the high point at the Beth Circle intersection (512.60), and continue south per the historical drainage course. Likewise, if a system failure in the interconnected basins 5 through 9 were to occur, or if the site experienced an event larger than the 100 -year, excess floodwaters will follow the same path back out CB #1 to Madison Street. The lowest finished floor is at elevation 515.5 (Lot 8), and the lowest street gutter flow line is elevation 513.13. All designed finished floors are more than 2 feet above the overflow elevation, and the lowest street, (Madison St.) will be flooded to a depth of only 0.35 feet at the beginning of emergency overflow (less than top of curb). Given that, and ■ the fact that the designed retention ponding volumes include a zero percolation factor, sufficient storage volumes have been provided with this project to ensure there will be no ' adverse impact on downstream properties given the development of this site. � JI � I 7 L 1 1 �' I I Ei n I,�E I1 - I.-I -.- . . . i . . -7� Al "Flow EXj:� WO 1 r ` —" r ��1 fr TL USG IFO vl LOC- AT1G�� A --------- - -4- TL USG IFO vl LOC- AT1G�� A it "Lew W. -.U.6 M =z1ft" NA AA, NN PON L , Us' t ■ mc::� "�x I ��x DRAINAGE AREA MAP STORM DRAIN /RETENTION BASIN EXHIBIT TRACT 30378 ROD VANDENBOS AND ADJACENT SITES HP VISTA BONITA TRAIL (PRIVATE STREET) (NOT INCLUDED IN TRACT 30378 RETENTION BASIN ANALYSIS) TC 515.54 R /W, TRACT BOUNDARY--// OUNDARY TC 516.32 & WALL O LOT 5 ® I 0.85 ACRES O LOT 4 3 I EQ. PIPE 1.08 ACRES O PIL PL I A B 6, C 515.37 CB 5 I 0100= 0.61ICFS TC 515.23 x O O 0100 =0.61 CFS U © LOT 6 R; 0.76 ACRES 3 LOT 3 O �- 0.86 ACRES S.D. LINE "F" PL S.D. LINE "E" A PL a - -� m OI I Z o EQ. PIPE LOT 7 °° O O 0.77 ACRES 10 IW V LOT 2 ' 1.04 ACRES t O� 8 �- PL -� RETENTION BASIN (TYP) ' C 3 -_ -� I C 513.70 PL l �. I 100 =039 CFS O 1 LOT 8 8 ' 0.89 ACRES a CB #4 S.D. LINE "C" a TC 513.70 O 0100 =0.79 CFS MAXWELL w EQ. PIPE LOT 1 I " PL -� 1.03 ACRES 8- S.D. LINE "D" I _ PL H P. 8 P. TRACT BOUNDARY & WALL *n l H P. -00000, 3' CURB OPENING - EXISTING R/W 4 � Q BETH CIRCLE TC 513.35 GRAPHIC SCALE 100 0 50 100 200 300 ( IN FEET ) 1 inch = 100 ft. RETENTION BASIN SUMMARY 'FABLE DRAINAGE AREA (AC) REQ. PONDING VOLUME (CF) MAXIMUM POND WLS RI VALUE RETENTION POND NO. DESIGN POND VOLUME (CF) DESIGNED . POND WSL IMP % 1 1.29 7,500 511.79 56 1 Al 7,653 511.79 40 2 1.04 5,866 512.66 56 2 7,385 512.66 28 3 1.08 7,012 513.30 56 3 6,145 513.30 41 4 1.08 5,874 513.50 56 4 6,362 513.50 27 5 0.38 2,331 514.30 56 5 3,411 514.30 37 6 0.38 4,083 513.54 56 g 5,425 513.54 37 7 0.40 2,202 512.93 56 4,266 512.93 35 8 1.07 12,365 511.50 56 g 15,786 511.50 82 9 1.68 11,100 511.85 56, g 11,110 511.85 56 0 0.43 4,150 511.52 56 A 4,160 511.52 32 'k 11 0.19 1,169 512.60 56 1,772 511.60 90 * 2 0.48 2,769 511.78 56 3,102 511 90 TOTALS 10.25 64,416 1 76,577 1 E-+ w H U) O Z O Q S.1 1-� \,,� Z 0 a z J Y. Q *12 FUTURE CURBI & GUTTER E"B' TC 514.63 Q100 =5.71 CFS CB #1 TC 513.78 Q100 =1.67 CFS I- "." LEGEND f ABBREVIATIONS TC TOP OF CURB WSL WATER SURFACE LEVEL CF CUBIC FEET S.D. STORM DRAIN EQ. PIPE EQUALIZER PIPE BETWEEN BASINS QRETENTION BASIN #1 ODRAINAGE AREA #1 DRAINAGE AREA BOUNDARY LINE * DRAINAGE AREA DRAINS TO T.M. 33085 -� EXISTING BERM----,,, �-- Z O TRACT BOUNCARY & WALL Z 0 n r c° -:5 O m O ° O D 0 C Z Ln r I k ca n �, m con 'P v C. < C) r N N; ►+ D O m 0 H n w nn < v zN Jo N bd m x = Z o OLD ORCHARD TR. Z c-� m o o o D r cn ` N t� �, Z r N tG Ch Z o � f f N f N � f (A N N O 0O w0 cn r- 'n ru n X � O r -n 1 N_1 = = n 01 N V N N m O � NO N W 0 �` N / O N / r/ 0 o N -n / 0) r ? C7 n = CITY OF LA QUINTA ° m CITY OF INDIO f MADISON STREET $ 104% m m !0 O m n r D V (7 N � -n m ..��•t.. ..vii i ic�uctt�y L.IdLU JCI-VCr POINT PRECIPITATION FREQUENCY ESTIMATES ='.7 FROM NOAA ATLAS 14 California 33.677 N 116.124 W 9 feet From "Precipitation- frequency Atlas of the United States" NOAH Atlas Id. Volume I. Version 4 GAM. Bonnin, D. Martin. B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Sat Mar 10 2007 Page 1 of 5 Text version of table • These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. �lttl): ��C�III{ lel•.t l\ US. I1C) fl1. u( lV (C'S%I- iltt,(lvlcr(httilrinttt nPrf') t�n��=» F.` sCPI' IPC= 19fI,Pr��:,itC= ,ic,P.c��.r.., �rrnr�nn� .Vrccipitation FreqLICIICY Data Server Partial ciLlration based Point Precipitation Frequency Estimates Version: 4 33. 677 N 116.1'24 1.1 9 ft Page 2 of 5 f w- j 7 6 4 .2 T1 A-.--'! --T 5 43' 4 T� 3 L 2 77. — 0 1 2 3 4 5 6 7 8910 20 30 40 50 80100 140 200 300 500 70e Ion Average Recurrence Interval (years) Sat Mar 10 13:48:17 2007 Durat i on 5 -min 1r3 -rain :' -1-,r # 4 -d atj 15-m i n 7 -day r n it n in rNr,,7 ' Precipitation Frequency Data Server Partial duration based Point Precipitation Fr-erl1_rencig Estimates .ersinn: 4 33.677 N 116.124 W 9 ft lc 11 11� Q 12 y a 0 6 5 >r 4 �o a 3 i CL 1 0 Page 3 of 5 C C C L L E L L L L L L L L L T T-A a T 71 JI 7k T T • I S L t t t S S -C C 19 N N M -9 -9 .9 N M N s E E 19 I I I I 1 I I I I a a s a a a a a a a i I 1 1 1 I N M 7 t0 W N W ? t0 W 1 I 1 I 1 11 1 1 I �• 9 V U n © 7 m O Ir'1 m Duration -" N c•) v ,u Sat Mar 10 13:43:17 2007 Average Recurrence Interval (uears) 1 �= 100 - 5 0 0 �- ._:J 117:1 A0 --F-- Confidence Limits - * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI ** 5 10 15 30 60 120 [-fl[ 6 n12 24 48. 4 7 10 20 30 45 60 min hr hr hr day day day day day day day I 10.10 0.15 0.19 0.26 0.32 0.44 0.52 0.71 0.86 0.96 0.96 1.06 1.17 1.25 1.38 1.54 1.74 1.86 F01 41 0.22 0.27 0.37 0.45 0.61 0.71 0.96 1.18 1.31 1.32 1.46 1.60 1.72 1.91 2.15 2.42 2.59 l 10.23 0.35 0.44 0.59 0.73 0.95 1.10 1.47 1.76 2.00 Z.00 2.23 2.44 2.63 2.93 3.28 3.71 4.00 10 0.31 0.47 0.59 0.79 0.98 1.25 1.44 1.87 2.22 2.54 2.56 2.85 3.10 3.35 3.72 4.16 4.68 5.05 25 0.44 0.67 0.83 1.12 1.39 1.72 1.94 2.46 2.88 3.31 3.39 3.76 4.07 4.40 4.84 5.40 6.04 6.54 �0 0.56 0.36 1.06 1.43 1.77 2.15 2.37 2.97 3.43 3.95 4.10 4.54 4.88 5.28 5.78 6.42 7.14 7.74 100 0.71 1.08 1.34 1.80 2.23 2.64 2.89 3.54 4.02 4.65 4.90 5.43 5.78 6.25 6.80 7.53 8.32 9.03 200 O.SS 1.34 1.66 2.24 2.77 3.24 3.49 4.17 4.68 5.42 5.30 6.42 6.78 7.33 7.92 3.74 9.59 10.40 X00 1.17 1.77 2.20 2.96 3.67 4.19 4.44 5.15 5.65 6.55 7.17 7.92 8.27 3.92 9.57 10.49 11.39 12.3S 1000 1.43 2.15 2.70 Efl RE 5.06 EE 6.01 6.51 7.54 Kfl 9.22 9.54 10.29 10.96 E1E 12.56 13.99 The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quanlile values for a given frequency are greater than. These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the cioc::meniali;,n for more information. NOTE: Formatting prevents estimates near zero to appear as zero. V Lower bound of the 90% confidence interval Precipitation Frequency Data Server Page 4 of 5 Precipitation Frequency Estimates (inches) ARI* 10 1� 30 60 120 3 6 12 24 43 4 7 10 20 30 45 60 (years) min min min min min min hr hr hr hr hr day day day day day [;d ay day 0.07 0.10 0.12 0.17 0.21 0.29 0.35 0.43 0.59 0.63 0.71 0.7S O.SS 0.91 1.00 1.14 1.27 1.35 0.09 0.14 0.17 0.23 0.29 0.40 0.43 0.65 0.30 0.93 0.97 1.07 1.1 S 1.25 1.39 1.53 1.77 1.89 0 0.15 0.23 0.29 0.39 0.48 0.64 0.75 1.00 1.20 1.41 1.47 1.63 1.79 1.92 2.1 1 2.42 2.71 2.91 10 0.2 0.3 0 1 0. 0. 38 51 0.63 0 S4 0.97 1.26 1.51 1.79 1.8S 2.03 2.27 2.44 2.71 3.05 3.42 3.67 25 0.28 0.43 0.53 0.71 0.88 1.14 1.30 1.65 1.94 2.32 2.46 2.72 2.94 3.18 3.51 3.94 4.39 4.72 50 0.35 0.54 0.67 0.90 1.11 1.41 1.57 1.97 2.29 2.75 2.94 3.25 3.49 3.78 4.16 4.64 5.14 5.55 100 0.44 0.66 0.82 1.11 1.37 1.70 1.87 2.31 2.65 3.21 3.47 3.81 4.08 4.41 4.83 5.39 5.93 6.40 200 OF537 0.80 1.00 1.34 1.66 2.02 2.21 2.67 3.03 3.69 4.04 4.43 4.70 5.09 5.56 6.16 6.75 7.28 500 0.67 1.02 1.27 1.71 2.12 2.52 2.71 3.21 3.56 F43-81F .86 5.31 5.58 6.05 EE 7.23 7.86 8.50 1000 0.80 1.21 1.50 2.03 2.51 2.95 3.14 3.6b 4.01 4.92 5.53 6.04 6.30 6.84 7.35 3.08 8.72 9.46 The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quandle values for a given frequency are less than. "These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - 1 1 12Q-Ll •11 "1 -il 10( "- d 2� 4. 2� Q .... Z C �r These maps were produced using a direct map request from the U.S. Census Sure::u kl.- Ipping and C =rlisuaphic F eso, n:es Tiger N11ap Server. Please read riise :rc:;,r,`; fir more in(orn a ion. IPrecipitation Frequency Data Server 116 -2-W 116 -1-W II9.0 -W Other Maps /Photographs - Page 5 of 5 L EGEND — State — Connector — County Stream Indian Resv Military Area Lake /Pond /Ocean National Park — Street Other Park Z` a— Expressway City t : — Highway ---- County 6 3 rni °- Scale 1:228583 0 - 4 'o '8 0 km *avera gle- -true scale depends on monitor reso ut>on z` u: r- View USGS digital ortliophoto quadrangle DnQ)_ covering this location from TerraServer; USGS Aerial Photograph may also be available from this site. A DOQ is a computer - generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information. Watershed /Stream Flow Information - Find the Watershed for this location using the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation fi-equency results are based on data fi•onr a variety ofsources, but lat;;ely NCDC. The following links provide general information about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study, please refer to otu• documentation. Using the National Climatic Data Center's ( \'(' station search engine, locate other climate stations within: +/ -30 minutes OR +/ -1 degree of this location (33.677/ - 116.124). Digital ASCII data can be obtained directly from iLCDC. Find Natural Resources Conservation Service W_RC'S). SNOTEL (SNOwpack TELemetry) stations by visiting the )�estgrn_Regional_ Climate . Center's_ state- sllecilic_SNOT,EL_station maps. Hrdromctcorological Design Studies Center DOC /NOA.- VNational weather Service 1335 East -West Highway Silver Spring. AID 20910 (301)713 -1669 QueSlions': LII)til :.Ours!i,m.;ierocri.__,r l>i::clui;r,� r rrecipitation Frequency Data Server POINT PRECIPITATION FREQUENCY ESTIMATES 4� FROM NOAA ATLAS 14 California 33-773 N 116.315 W 118 feet from "Precipitation-Frequency Atlas of the United States" NOAA Alias 14. Volume 1, Version 4 G.N,I. Bonnin• D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Sat Mar 10 2007 Page I of 5 Text version of table 'These Precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please ase refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. fl-n TI-WIP I'll %A/C I A r() Fr,�cipitation FreqUency Data Server part/al duration uasvo Point Precipitation rrenveno: Estimates version' 4 33.773 n 116,315 u 118 m .. 10 " c ^ a / � o � � n + ~ * CL o Pa-gc2of5 e � m 1 u n 4 n o 7 891 ao no *nom 8e100 140 uam xmn ooa ram 1000 Average Recurrence Interval <oears> Sat mar 10 13:58`05 2007 Duration 6 ht tn-8r1i,"~,11.vCZnnn=crn'd,..i-k;.u1 1,1~....'n.._ ,"'- '"~ - Procipltation Frequency Data Server Page 3 of 5 Partial duration base•l Print Precipitation Frecluenoy Estimates Version: 4 33.773 N 116.315 W 118 ft 1 L Q 8 L 7 A 6 m 5 41 _ 4 U y L a- 2 1 0 S L L L L L L L L L 71 n 31 31 n 71 71 71 n 71 • 1 - t S S i S M A N M M M M M �U M 1 1 1 1 I I N M R t0 W N W er �0 W I I I I I 1 1 I t I 0 m 0 N Cl) -T M ? N n 0 Ir) © © Ul W M ID s Duration M V 0 Sat Mar 10 13:58:05 2007 Average Recurrence Interval (rears) 1 +- 100 - 5173 0 1000 Confidence Limits - * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI ** I;Mfl9flIMIN 60 120 [1�3 �6 12 24 Mhr 4❑ 7� 10 IMI91191191 min min hr hr hr da y day day 0.12 0.18 0.23 0.30 0.38 0.51 0.58 0.77 0.94 1.03 1.05 1.17 1.28 1.37 1.52 1.69 1.90 2.05 C� 0.17 0.26 0.32 0.43 0.53 0.70 0.80 1.05 1 E fl 1.41 1.41 1.58 1.73 1.85 2.07 2.30 2.60 2.80 L-' J 0.27 0.42 0.52 0.69 0.86 1.09 i 1.59 1.93 2.13 2.15 2.34 2.56 2.75 3.09 3.42 3.86 4.18 10 0.36 0.56 0.69 0.93 1.15 1.44 1.60 2.02 2.43 2.70 2.73 2.96 3.21 3.46 3.83 4.28 4.82 5.23 25 0.52 0.78 0.97 1.31 1.62 1.97 2.17 2.66 3.14 3.52 3.55 3.86 4.16 4.49 5.01 5.49 6.14 116 .69 50 0.66 1.00 1.24 1.66 2.06 2.46 2.65 3 -- 3.74 4.20 4.24 4.63 4.94 5.34 5.93 6.47 7.20 7.87 100 0.82 1.25 1.55 2.09 2.53 3.02 3.22 3.82 4.39 4.94 4.99 5.50 5.82 6.29 6.94 7,55 8.33 9.12 200 1.021F, .55 1.92 2.58 3.20 3.69 3.89 4.50 5.11 5.76 5.81 6.47 6.78 7.34 8.04 8.71 9.52 10.43 X00 1.34 2.04 E�fl 3.4I Efl E7fl 4.94 5.57 6.16 6.96 6.98 7.93 8.22 8.88 9.64 10.38 11.22 12.30 1000 1.64 2.50 3.10 4.17 5,16 5.75 5.89 6.49 7.08 8.01 8.08 9.19 9.41 10.19 1 1.00 11.75 12.SS 13.82 'The uooer hnond of the rnnfidpnrp inlprval AI Qnu/ rnnfirienrP 1pvri IS the vA np.. vJhirh SO/ of the OirnnIAtPd nw;nlilp VAliipS fnr a nlvPn fr,-niipnry arp arpatpr Than I These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the document lion for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 901% confidence interval IPrecipitation Frequency Data Server Page 4of5 Precipitation Frequency Estimates (inches) SRI`" 10 15 30 60 120 �3 12 M24 43 ja 10 20 30 45 60 min mtn mtn min min min hr hr hr hr day day day day day day day 0.07 0.12 0.1 1 0.19 0.24 0.33 0.39 0.52 0.65 0.71 0.79 O.SS 0.97 1.03 1.16 1.30 1.45 1.57 I 10.10 0.16 0.20 1 0.27 0.33 0.46 0.54 0.71 0.35 0.93 1.07 1.19 1.31 1.40 1.57 1.77 1.93 2.14 I ' 10.17 0.26 0.33 0.44 0.54 0.72 0.33 1.09 1.33 1.49 1.56 1.75 1.93 2.08 2.34 2.62 2.95 3.19 10 0.23 0.35 0.43 0.53 0.72 0.95 1.07 1.33 1.67 1.35 1.96 2.20 2.41 2.61 2.93 3.26 3.67 3.97 25 0.32 0.43 0.60 0.81 1.00 1.28 1.44 1.80 2.14 2.43 2.53 2.85 3.09 3.35 3.75 4.16 4.65 5.04 50 0.40 0.61 0.75 1.02 1.26 1.58 1.74 2.15 2.53 2.88 3.00 3.37 3.63 3.94 4.41 4.87 5.42 5.38 100 0.49 0.75 0.93 1.25 1.55 1.91 2.09 2.52 2.92 3.36 3.50 3.93 4.21 4.58 5.10 5.61 6.21 6.74 200 0.60 0.91 1.13 1.52 1.88 2.27 2.47 2.92 3.35 3.87 4.05 4.54 4.32 5.25 5.83 6.37 7.01 7.62 500 0.76 1.16 1.44 1.93 2.39 2.83 3.02 3.50 3.94 4.57 4.32 5.41 EE 6.20 6.32 7.42 8.10 3.32 1000 0.90 1.37 1.70 2.29 2.83 3.31 3.49 3.99 4.42 5.13 5.46 6.12 6.37 6.98 7.62 8.25 8.92 9.76 The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than. These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - 190 "tJ 910' "bl 9 00 "'bl yn^'bl .l0 "'tl Z= u: Z 70 ld These maps were produced using a direct map request from the tJ S. Census &ueau 4a pping and .Carla raphic Resmlrces Tiger Map Server. Please rood r;:; :faLr. , %r,uorc• h Jornu,rio,r. I L%�.,1FILaL1uu rrcducuev rata Server -(�74 11 f, .4"'W I 11 F .3"'14 11 F .2'"W Other Maps /Photographs - rage 5 of 5 L EGEND — State — Connector — County ::: Stream Indian Resv Military Area Lak e I P ond I Oc e at) National Park Street Other Park _:c Expressway City : — Highway o �-- - C Run ty o S mi Scale 1:228583 0 r4 0 3 o I,m av era:�e- -true scale depends on Pion t for reso ut r on View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph may also be available from this site. A DOQ is a computer - generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information. Watershed /Stream Flow Information - Find the 'Watershed for this location using the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation f•eguency results are based on data from a varieh, ofsources, but largely NCDC. The following links provide general information about observing sites in the wren, regardless of if their data was used in this study. For detailed information about the stations used in this studv, please refer to our documentation. Using the national Climatic Dati1 C'enter's \'CDC station search engine, locate other climate stations within: +00 minutes I ...OR... l +/ -1 degree of this location (33.7731- 116.315). Digital ASCII data can be obtained directly from 1\ CDC. Find Natural Resources Conser-ation Service.(\ RCS.1 SNOTEL (SNOwpack TELemetry) stations by visiting the \Vesteni..Regionpl Climate. Center's .SNOT.ELsta•tion.m: ps. Hydrometeorological Design Studies Center DOONOAA/National Weather Service 1323 East -west Highwa} Silver Spring, SID 20910 (301)713 -1669 Questions ?:III) tit ".t!ur I:�i�clainirr litti ): / /diot)ei,.nws.tioa ,i.unv /cvi- bits /here. /hltllcinut tint ,)nn7 ^�� �•�_�� —��:i ;L, Ire . \ \^ �/ � . ;l. - .i� =�- 'gym_'..' �•o ' `I H. -cs it N. It =� :Y_ ''l `. 11 :! /�.lil�-__�7�•1. -. rL LIU, ,In Mas MaS �.. �fr 1 /1 � � �� � '� �. "I -:mot • ""`7���_�', �.- ...� -.•` �: ~''r -'�+` t � -. I: II � Ia0 � •'� �.laa .� .T- .�_ '�kt .°��: = ��C• �. tip \W�'•'L -.'d�X I ' MaD IMaO .'11` .S � . ���_: 11=r -• Cad,: v-c-• : --t � loc: -^' . ='= �w.�- �= ctt"� --t '.. -C_ g _ °0 n I ' ' Q ', _ e0, :�'_... - ._-ice: 4.•r.:.:a::x,. �1J -�� n- - "'e-.° _"._ ^ :y. =- SC- GbA i a ��; --=6: }3 •�. ." -'j li;' Iwo:. -� - - .,o�::- =-1.:. ' .• < <� !• I_ _:� c`� - :P:1'II✓� _�C: ��: ;ay�.I fC_� .• �_ —i .._s.: .�.�' -'_ 71 - - I.1• lJ.rj`.. :.f'dc.- ^t":a.:�� _ .:.IG�•�•��.. / :.� - _ -�:. :11I- .. -. 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LA QUINTA POLO PARTNERS uQ 310 tMarch 6, 2007 HYDROLOGY AND DRAINAGE FACILITY DESIGN REPORT 3i6n_0.0 i 01152 DATA APPENDIX CVE Sudden engineering 77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772 -3593 Fax (760) 772 -3595 ' 6752 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fox (714) 523 -1369 450 Egan Avenue, Beaumont, CA 92223 (95 1) 545 -7743 Fax (95 1) S45 -SS63 15435 Cholame Road, Suite A, Victorville, CA 9392 (760)962 -IS63 Fax (760) 962-187S ' March 27, 2007 Project No. 544 -1497 07 -03 -251 ' Mr. Rod Vandenbos 74 -785 Highway 111, Suite 100 Indian Wells, California 92210 Project: Tentative Tract Map 30378 SWC Avenue 51 and Madison Street La Quinta, California Subject: Supplemental Evaluation for Storm Water Retention System Design As requested, this memo has been prepared to provide a summary of our further evaluation of the data obtained during our recent supplemental field exploration performed to evaluate the soil conditions within the area of the proposed retention basins. ' Our supplemental evaluation included a review of our recent and previous field bore logs to identify silt and clay layers that may impede infiltration within the retention basins. As discussed during our recent meeting at the City of La Quinta, we typically obtain samples at 5 ' foot intervals as indicated on our previous bore logs. We also monitor the cuttings developed during drilling and can identify significant changes in soil types between sampling intervals. The cuttings can provide fairly accurate information within the upper 10 to 15 feet but the accuracy of ' determining the relative depth of significant layers diminishes with depth. We have enhanced the detail on our bore logs within the upper 10 to 15 feet to include significant silt and/or 'clay layers. The revised bore logs are attached. As indicated on the bore logs, several thin silt and clay layers were noted within the upper 10 to 15 feet and a prominent clay layer was observed at a depth of approximately.15 to 25 feet in each ' of the borings. The majority of the silt and clay layers noted were found to be quite thin (less than 2 inches thick) and are most likely lenses that are discontinuous in nature. It is our opinion that these generally thin silt and clay layers will not significantly impede the infiltration of ' surface water within the basins. The water will pass throt.tgh the thin layers and will migrate laterally around the more prominent lenses that are not continuous layers that vary in thickness and are limited in lateral extent. The clay layer encountered at the 15 to 25 foot depth will likely ' limit deeper infiltration but the penetrations associated with the proposed drywells and other possible inconsistencies will allow surface water infiltration in isolated areas. March 30, 2007 -2- Project No. 544 -1497 07 -03 -251 If you have any questions regarding this memo, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Project Engineer Letter /nd Copies: 2 /Mr. Rod Vandenbos 4 /Coachella Valley Engineers Sladden En.! ineerin� Date: 1/25/2007 Tentative Tract Map 30378 SWC Avenue 51 and Madison Street, La Quinta Bore No. 1 Job Number: ,a.t_, ., c G U ti C cn t0 M Description rn Remarks 0 ii i`s s: Graded Soil - jri!I!juu Scattered thin silt/clay layers 1/2" to 2" thick 5 '!!!I'i'f!'` i;ii,j!1ii� 2/4 Silty Sand: Fine Grained with Sandy Silt Interbedded SM 4 41 Greyish Brown in color ji;jj!!iuI kp, !!!'ijtjti�!i It Silty Clay layer l" thick I;l!I i ii -10 nj!uI!!!i!� i!i;;ii';!i;!ii ;lj{I 4/5 Silty and: Fine Grained with Sand Silt Interbedded tY Y SM 5 46 Grey in color Y ij fall Ijilj.:;r lful! I!J,!.1 I,iiyi!:IIi!II;I 15 5/9 Clay CL 37 94 Olive in color - Scattered thin silty sand layers up to 3" thick 20 4/5 Clay CL 36 85 Olive in color 25 !i'` j "I I! 7,..!�:;I G'i!4jtl 5/6 Silty Sand: Fine Grained SM 13 31 Grey in color - Illl�llj�il;l 30 5/7 Silty Sand: Fine Grained SM 12 27 Grey in color � II li!!ii!;11ija 35 ii;np:! 5/9 Silty Sand: Fine Grained SM 11 17 Grey in color Itgil: Irs,o ilk � 'iijiB �I, !;kk;t:G:;j4t 40 6/11 Sandy Silt ML 27 66 Olive & Grey in color - Note: The stratification lines - represent the approximate 45 ''ii''' 6 /10 Silty Sand: Fine Grained SM 9 28 boundaries between the soil (Grey in color) types; the transition may be gradual. - `j iii.. Total Depth = 51 Feet 50 j `jl 4/I5 Silty Sand: Fine Grained S!�i 8 19 Groundwater not encountered .......... (Grey in color) Bedrock not encountered Tentative Tract Map 30378 SWC Avenue 51 and Madison Street, La Ouinta Date: 1/2 -;/2007 - Bore No. 2 Job Number: ---------- 544-14 CIA 0 0 U 0 co Description 7-- 0 0 Remarks 0 Graded Soil Silty Sand layers-2" to 3" thick 5 3/4 Sandy Silt ML 8 71 Greyish Brown in color Silty Sand layer- 4" thick 10 3/6 Silty Sand: Fine Grained Sm -4 20 Grey in color Scattered thin silt/clay layers up to 1/2" thick 15 4/5 Clay CL 35 95 Olive in color Scattered thin silty sand layers up to 2" thick 20 4/6 Clay CL 29 80 Olive in color' 25 518 Silty Sand: Fine Grained Sm 12 28 Grey in color II In;In 30 6/6 Silty Sand: Fine Grained Sm 11 26 Grey in color iii 35 5/9 Silty Sand: Fine Grained Sm 9 23 Grey in color 40 8/13 Silty Sand: Fine Grained with Sandy Silt Interbedded Sm 19 49 Olive & Grey in color Note: The stratification lines represent the approximate 45 :1E 5/10 Silty Sand: Fine Grained with Silt Interbedded Sm 14 56 boundaries between the Soil (Greyish Brown in color) types; the transition may be gradual. Total Depth = 51 Feet Groundwater not encountered 50 AL 8/10 Sand: I(Grey Fine Grained 6 1 in colon Bedrock not encountered -1 j Sledden Engineering 77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 6782 Sunton Ave., Suite A: Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 450 Egan Avcnue, Beaumont, CA 92323 (95 1) 845 -7743 Fax (951)1145 -8`163 15438 Chola,ne ltoad, Suite A, Victorville, CA 91392 (760)962 -1868 Fax (760) 962.1878 February 14, 2007 Project No. 544 -1497 07-02 -129 ' Mr. Rod Vandenbos As part of our evaluation, we have performed infiltration tests on the subject site to determine the infiltration potential of the soil within the vicinity of the proposed retention basins. Infiltration I . tests were performed within the areas of the proposed retention basins. Infiltration tests were performed on January 30 and 31, 2007. Testing was performed using a double -ring infiltration apparatus in general accordance with ASTM `test Method D 3385. Testing indicated relatively stable infiltration rates of approximately 22 and 2.3 inches per hour. In addition, 2 exploratory bores were excavated to observe the subsurface soil conditions. The exploratory bores were excavated on January 23, 2007 using a truck mounted drill rig and hollow -stem augers. Samples were obtained within the bores using standard penetration I samplers (SPT) at approximately 5 foot intervals. The soil bore logs are attached to this memo. One of our bores was utilized for additional percolation testing. The bore was lined with perforated plastic pipe to a depth of approximately 40 feet. The testing consisted of filling the hole with water and recording the drop over consecutive time intervals. Testing'was performed i in general accordance with Riverside County DEHS methods for seepage pits. Testing indicated relatively a stable infiltration rate of approximately 17.7 gallons per square foot per day (gal /sq. r ft/day). 74 -785 Highway 111, Suite 100 Tndian Wells, California 92210 Project: Tentative Tract Map 30378 i SWC. Avenue 51 and Madison Street La Quinta, California Subject: Supplemental Testing for Storm Water retcntion System Design As requested, this memo has been prepared to provide a summary of our supplemental field " exploration and infiltration testing performed to evaluate the soil conditions within the area of the proposed retention basins. As part of our evaluation, we have performed infiltration tests on the subject site to determine the infiltration potential of the soil within the vicinity of the proposed retention basins. Infiltration I . tests were performed within the areas of the proposed retention basins. Infiltration tests were performed on January 30 and 31, 2007. Testing was performed using a double -ring infiltration apparatus in general accordance with ASTM `test Method D 3385. Testing indicated relatively stable infiltration rates of approximately 22 and 2.3 inches per hour. In addition, 2 exploratory bores were excavated to observe the subsurface soil conditions. The exploratory bores were excavated on January 23, 2007 using a truck mounted drill rig and hollow -stem augers. Samples were obtained within the bores using standard penetration I samplers (SPT) at approximately 5 foot intervals. The soil bore logs are attached to this memo. One of our bores was utilized for additional percolation testing. The bore was lined with perforated plastic pipe to a depth of approximately 40 feet. The testing consisted of filling the hole with water and recording the drop over consecutive time intervals. Testing'was performed i in general accordance with Riverside County DEHS methods for seepage pits. Testing indicated relatively a stable infiltration rate of approximately 17.7 gallons per square foot per day (gal /sq. r ft/day). February 14, 2007 -2- Project No. 544 -1497 07 -02 -129 If you have any questions regarding this memo, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Project Engineer Letter /nd Copies: 2/Mr. Rod Vandenbos Brett L. AnderVn Principal Engineer j No. C 451-89 m I z Exp. 9 -30 -2008 )-1- Of Slander fn,,ineerin NOTEI LUIS 1 - 4 AVERAGE OVER CNE ACRE IN SIZE AND RETAIN STORM WATER ON SITE. RETENTION DASINS ALONG MADISON ST. ARE LINKED 13Y EQUAUZER ONES MO ARE LYINO %T1111N CXISTING CITRUS GROVE TO REMAIN. THE 60Uni ZIDE OF THE ENTRY ROAD IS PART OF THE FUTURE DEVELOPMENT I TO THE SOUR1 ANU WILL 1E11PORARILY DRAM INTO THE Ek15TING CITRUS GROVE ON THAT PROPERTY. THE REAR OF LOTS 4-8 MAIN EAST DIRECTLY INTO 1HE UNKED RETENTION WINS. , NMI-- NMI- r.- .... .. .. .. 0tc —__ VISTA _BONITA_TRAIL _ R/14W, TRACT BOUNMARY-1 T h ALL 1 ® (NODS 47,002 T.as AC Q t h \� \j1 P `—J , I A # 37.672 0.86 AC. n \ 45.5011 B ^2 QTC 513 " 45.010 CM 1.03 AC 0100 -1.25 C RETENTION BASIN (TYP) _ —/ 4 ll TRACT BaUNDA" S WI u C � \ CRAP141C SCALE 4 .00 14 5 W aw I 106 ( LN 1'2ar ) 1 fuoh - 100 IL SCALE: AS SHOWN •1 LEGEND TC 516.31 I TTO5 l J ► � .:T E \ VOL [� 0.5a ic; O- " 8 --"'00:346"" WS 1 834 Sr. VOL 1,002 CF. 69,388 2.08 3.410 CF. 1.50 L ;r ; 0.64 AL \ V ® k.�'itNRaN BASIN (np)— m — _ EQUALIZER . _ LINE iT1 ?2 W `r„' 2 7 f TC 513.70 3 TC 513.0 B -1 FUTURE CURB / k OLMER �1 o I W m E--I i 1 .~d I O I � I II III �i \d i H 7 -6:657 p 1 �I ��� -_ 4 1�b4 I ��ExISTNG R/W� \I� ® Approximate Percolation Test Hole Location RETEIJTIO BASINS 21,283 SCF. VOL [� WS 2,592 SF. VOL 1.301 CF. Qj WS 1 834 Sr. VOL 1,002 CF. m VOL 3.410 CF. ®T1iRU,& 'AS 14.781 SF. VOL 16.213 CF. ® WS 2,240 SF. VOL 1,461 CF. AWS 630 Sr. VOL 408 CF. /t1 , r DRAT - AGE AREA MAP ZM DRAIN /RETENTION BASIN EXHIBIT TRACT 303713 ROD VANDENBOS AND ADJACENT SI'Z'ES PLAN SOURCE: Client Site Plan and Approximate Test Hole Locations Tentative Tract Map 30378 NWC Avenue 51 and Madison Street La Quinta, California Project Number: 544 -1497 Date: 02 -13 -2007 TGoa&e+GG RRp2878 SLAVE Kveme51and SaAS@15Rec GEa\umm w %e r!&yo7 m,e »., :B%mmw: gt,m \ Gnma. , ; y 24 am &Q :Ba G&iia am aaE Sill RCl-['. aLla s« l w Greyish Brown ill mN� .�{ . a . .w a � y . $� # $ 43 2R Sand: Fine Gnma «medy Silt .,c, Sa i G G ill color -.6 -�# 4y � ) . - 9•: 5 ; Clay CL 9 w m;« & mk m ' C lay CL a g oli mmk - % Ste/ 9mQQ:Gte DQ.2 sg o a (Ircy m*mr . w± . -�� -�\ ; { \ e, 9wsaROacG., S9 2 2 Q & eU ' C . . � ( . \ � 7 &9 Silly Sand: naG&. sa H R G.yaoR« � 5 . ,n 6:11 Vim. 2i e E _ Q Gi & G. m wr Tw:om%aa±�a . aG»7i Qaw Gw40ii \ mwzm =woammy ® . mwmmbn . b«HE1, =9I• LL?] mm A mpu BQ,aEmaaam,a2 1� ' '~~ � Tentative Tract Map 30373 SWC Avenue 51 and Madison Street, La Quinta Mice: 1/25/2U07 Bore No. 2 Job Numberl 544-1 cn Description Remarks Graded Soil 10 3/6 Silty Sand: Fine Grained Sm 4 20 Grey in color __jL 15 4/5 Clay CL 35 95 Olive in color 20 416 Clay CL 29 80 Olive in color 25 518 Silty Sand: Fine Grained S LM 12 23 !Grey in color 30 6/6 Silty Sand: Fine Grained SM 11 26 Grey in co or 35 5/9 Silty Sand: Fine Grained S Im 9 23 Grey in color. 40 iiMAM!i 8/13 Silty Sand: Fine Grained with Sandy Silt Interbedded S LIVI 19 49 Olive Grey in color Note: The stratt Ficacior, lines represent the approx imate 45 I JL 5110 ed with Silt InLerbedded Silty Sand: Fine Grain, SIVI 14 56 boundaries betwee types; the transition May be (Greyish Brown in color) Total Depth= 51 Feet 50 JL 8/10 Sand: Fine Grained SP 6 12 Groundwater no t encountered (Grey in color) Bedrock not encountered i Gradation ASTYI C117 & C136 Project Number: 544 -1497 Project Name: Ave 51 & Madison Sample ID: B -1 #2 @ 10' Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 99.8 #30 0.60 99.7 #50 0.30 95.6 #100 0.15 76.4 9200 0.074 45.6 February 13, 2007 "e® IBM ®un film�wt�o mmn�un HIM imp! ' mu °ui�i�°i■n°°°°° �m.��mn� °m■ �°■� v1i1m its H.P. H.P. VISTA BONITA TRAIL ' (PRIVATE STREET) (NOT INCLUDED IN TRACT 30378 RETENTION BASIN ANALYSIS) _ TIC 515.54 FUTURE CURB & GUTTER ' / R /W, TRACT BOUNDARY) & WALL O 4 TIC 516.32 2,331 CFA- @) 2,331 CF w W 5,733 CF 4 PL ' PL 7,350 CF 3 Q ' 3 4,088 CF 7,355 CF ' m PL P 2,202 CF 2,202 CF Z z o 5,866 CF �- Z N X m � O e O O w ir 1 O � PL Z 0 6,584 CF ® 0 O t4,444 CF 3 6,911 CF 1 Q 8 4669 9 e v ' O O CF TIC 513.70 \ CB #1 CS 2 �-- \ Q100 6.40 CFS 0100 =1.25 CFS I S.D. TIC 512.74 LINE "C" S.D. LINE A RETENTION BASIN (TYP) 1,039 CF H P• 11 1,311 CF P H.P. H.P. TRACT BOUNDARY &WALL ��` I I5 1200 CF H P. _ EXISTING R/W 2,775 CF BETH CIRCLE TC 512.76 PROPOSED DRAINAGE AREA MAP 1"=100' TRACT 30378 RETENTION BASIN COMPARATIVE CHART BASIN AREA C.V.E. VOLUME C.L.Q. VOLUME 1E 1 +1-0 6,911 7,500 2E 2 5,866 5,490 3E 3+ lfl 7,355 7,017 4E 4 5, 733 5,675 5W 2 2, 331 2,5J6 G 2 2, JJ 1 2,5J6 6W 2 + 4 4,08J 4, J49 H + + 2 7,J50 6,559 7W f 2,202 2,277 J 2 2,202 2,277 SW $ + 4 4,444 4,422 K + 12 +ig 6,584 6,02 9L .16 1,039 1,311 15 .14 877 1,169 1405 J4 2775 2,796 Hydrology Review - TTM 30378 13 7202 0.88 56 90 14 2796 0.34 56 90 15 1169 0.14 56 90 Total 63,895 10.25 41,075 Delta - 22,820 Missing Storage ' Temporary Basin - Offsite Approval Necessary Basin 9 within 10 PUE - 5 ft encroachment at north curb of Beth Circle Basin 10 shown without drainage easement (Diamond D) on final map Basin 11 will crest high point with 0.44 ft overflow and does not provide effective 1 ft freeboard Basin 12 within ROW of unimproved Madison Street Basin calculations still shown commingled - separate information per basin was previously requested WS100 City 3 Hr CVE 3 Hr Berm vs. Catch Drainage Required Drainage Retention Required vs.Basin Catch Basin Area Retention Area RI Impervious Basin Retention WS 100 Top Rim Freeboard RI Impervious Basin FL Freeboard .CF Acres CF Elev Elev Ft Elev 1 5413 1.03 56 27 1 4002 511.85 513.50 1.65 Rework Rework 512.87 1.02 2 5490 1.04 56 27 2 4463 512.62 514.00 1.38 Rework Rework 3 4930 0.86 56 37 3 4512 513.47 515.20 1.73 Rework Rework 4 5675 1.08 56 27 4 5628 514.13 515.50 1.37 Rework Rework 5 5071 0.85 56 42 5 2828 514.01 514.40 0.39 Rework Rework 6 4523 0.76 56 42 6 2635 513.56 513.90 0.34 Rework Rework 7 4553 0.77 56 42 7 2673. 513.07 513.40 0.33 Rework Rework 8 4669 0.89 56 27 8 12475 510.91 512.00 1.09 Rework Rework 511.91 1.00 9 1311 0.16 56 90 9 Combined 510.91 512.00 1.09 Rework Rework 10 8346 1.02 56 90 10 Combined . 510.91 512.00 1.09 Rework Rework 512.87 1.96 11 1356 0.17 56 90 11' 1317 513.00 513.16 0.16 Rework Rework 12 1391 0.26 56 30 12' 542 513.51 513.35 -0.16 Rework Rework 13 7202 0.88 56 90 14 2796 0.34 56 90 15 1169 0.14 56 90 Total 63,895 10.25 41,075 Delta - 22,820 Missing Storage ' Temporary Basin - Offsite Approval Necessary Basin 9 within 10 PUE - 5 ft encroachment at north curb of Beth Circle Basin 10 shown without drainage easement (Diamond D) on final map Basin 11 will crest high point with 0.44 ft overflow and does not provide effective 1 ft freeboard Basin 12 within ROW of unimproved Madison Street Basin calculations still shown commingled - separate information per basin was previously requested Date: 5/8/07 To: Coachella Valley Engineers Mark A. Turner Scott Davis Phone: 605 - 761 -0248 Fax: 605 - 761 -0249 From: Coachella Valley Engineers David K. Rice Jr. Phone: 760 - 360 -4200 Fax: 760- 360 -4204 Pages: 2 Subject: Basin summary TM 30378 See attached summary sheet for the SUH on Van De Bos Basins as restructured... basic design remains to the CLQ minimum as published with the one foot freeboard to street FL and the rough grade pad elevations... and insure that the sewer invert service connections to the house do not cross through the basins ....you may use the arched HDPE pipe structures for under the driveway....and the west lots 1,2,3,4 do not have utilities in the utility easement—and the west basins for lots 5,6,7,8 are outside the utility easement but in the "new drainage easement." Looks like that the most likely scenario is the grouping by overflow piping from K basin and J basin....into the L basin... Drainage from basin 14 can be shown in the Madison ROW as a temporary basin and should be designed as an inlet into the Core Homes tract which Joe is presently working on.. U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB13100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM33085 RB NO. 1 COAHCELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 1.28(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.25(Ac.) _ 0.000 Sq. Mi. USER Entry of.lag time in hours Lag time = 0.090 Hr. Lag time = 5.40 Min. 25% of lag time = 1.35 Min. 40% of lag time = 2.16 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flovi = 1.01(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) (2] Weighting [1 *2] 0.25 1.01 0.25 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 0.25 2.50 0.63 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.010(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.250 56.00 0.900 1.030 56.00 0.250 Total Area Entered = 1.28(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.195 0.019 56.0 56.0 0.511 0.250 0.396 0.805 0.319 Sum (F) _ 0.338 Area averaged mean soil loss (F) (In /Hr) = 0.338 Minimum soil loss rate ((In /Hr)) = 0.169 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.350 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 277.778 53.610 0.692 2 0.500 555.556 40.205 0.519 3 0.750 833.333 6.185 0.080 -- - - - - Sum - - - - - - - - - - - - - - - - - - - - - -'- - - - - - - - - - - = 100.000 Sum= - - - - - - - - - - - - - - - - - 1.290 - - - - - - - - - - - - - - - Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.370 0.338 - -- 0.03 2 0.50 4.80 0.480 0.338 - -- 0.14 3 0.75 5.10 0.510 0.338 - -- 0.17 4 1.00 4.90 0.490 0.338 - -- 0.15 5 1.25 6.60 0.660 0.338 - -- 0.32 6 1.50 7.30 0.730 0.338 - -- 0.39 7 1.75 8.40 0.840 0.338 - -- 0.50 8 2.00 9.00 0.900 0.338 - -- 0.56 9 2.25 12.30 1.230 0.338 - -- 0.89 10 2.50 17.60 1.760 0.338 - -- 1.42 11 2.75 16.10 1.610 0.338 - -- 1.27 12 3.00 4.20 0.420 0.338 - -- 0.08 Sum = 100.0 Sum = 5.9 Flood volume = Effective rainfall 1.49(In) times area 1.3(Ac.) /[(In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.01(In) Total soil loss = 0.108(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 6911.4 Cubic Feet Total ------------------------------------------------------------------ soil loss = 4704.6 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 2.700(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0213 1.03 V Q 0 +30 0.0446 1.13 VQ 0 +45 0.0695 1.21 Q V 1+ 0 0.0946 1.22 Q V 1 +15 0.1220 1.33 Q V 1 +30 0.1522 1.46 Q I V 1 +45 0.1850 1.59 Q V 2+ 0 0.2200 1.69 I Q I VI I 2 +15 0.2604 1.96 I Q I V I I 2 +30 0.3121 2.50 I Q I V 2 +45 0.3679 2.70 I Q I V I 3+ 0 0.4060 1.84 I Q I I I V I 3 +15 0.4298 1.15 I Q I I I V 3 +30 0.4508 1.02 I Q I I I V ----------------------------------------------------------------- - - - - -- I� U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/18/07 File: vdblotisuh3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ vandeboselot1SUH City of La Quinta DK Rice Coachella Valley engineers ------------------------------------------------------------------ Drainage Area = 1.13(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.01(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.020 Hr. Lag time = 1.20 Min. 25% of lag time = 0.30 Min. 40% of lag time = 0.48 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.20(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 0.01 1.10 0.01 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.01 2.60 0.03 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 2.600(In) Point rain (area averaged) = 2.600(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.600(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 1.130 56.00 0.300 Total Area Entered = 1.13(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -1 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 36.0 0.706 0.300 0.515 1.000 0.515 Sum (F) _ 0.515 Area averaged mean soil loss (F) (In /Hr) = 2.000 Minimum soil loss rate ((In /Hr)) = 0.258 (for 24 hour storm duration) Note: User entry of the f value Soil -----------------------------=------------------------------------ low loss rate (decimal) = 0.450 U n i t H y d r o g r a p h ------------------------------------------------------------------ DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 1250.000 100.000 1.139 ----------------------------------------------------------------------- Sum = 100.000 Sum= 1.139 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.385 2.000 0.173 0.21 2 0.50 4.80 0.499 2.000 0.225 0.27 3 0.75 5.10 0.530 2.000 0.239 0.29 4 1.00 4.90 0.510 2.000 0.229 0.28 5 1.25 6.60 0.686 2.000 0.309 0.38 6 1.50 7.30 0.759 2.000 0.342 0.42 7 1.75 8.40 0.874 2.000 0.393 0.48 8 2.00 9.00 0.936 2.000 0.421 0.51 9 2.25 12.30 1.279 2.000 0.576 0.70 10 2.50 17.60 1.830 2.000 0.824 1.01 11 2.75 16.10 1.674 2.000 0.753 0.92 12 3.00 4.20 0.437 2.000 0.197 0.24 Sum = 100.0 Sum = 5.7 Flood volume = Effective rainfall 1.43(In) times area 1.1(Ac.) /[(In) /(Ft.)) = 0.1(Ac.Ft) Total soil loss = 1.17(In) Total soil loss = 0.110(Ac.Ft) Total rainfall = 2.60(In) Flood volume = 5865.7 Cubic Feet Total soil loss = 4799.2 Cubic Feet ------------------------------------------------------------------ Peak flow rate of this hydrograph = 1.347(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ----------------------------------------------------- - ------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0091 0.44 Q 0 +30 0.0197 0.51 I Q V 0 +45 I 0.0307 0.53 I Q V. 1+ 0 0.0414 0.52 I Q V 1 +15 0.0545 0.63 I Q V 1 +30 0.0684 0.68 I Q I V 1 +45 0.0839 0.75 I Q i V l 2+ 0 0.1001 0.79 I Q I V 2 +15 0.1208 1.00 I Q I I V 2 +30 I 0.1486 1.35 I Q I I V 2 +45 0.1745 1.25 I Q I I I V I 3+ 0 0.1842 0.47 IQ I vI ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB13100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Se -rial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM33085 RB NO. 1 COAHCELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 1.28(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.25(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 2596 of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) (2) Weighting [1 *2] 0.25 1.04 0.26 100 YEAR Area rainfall data: Area (Ac.) (1] Rainfall (In) (2] Weighting (1 *2] 0.25 2.54 0.64 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average paint rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.250 56.00 0.900 1.030 56.00 0.300 Total Area Entered = 1.28(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.195 0.019 56.0 56.0 0.511 0.300 0.373 0.805 0.300 Sum (F) _ 0.319 Area averaged mean soil loss (F) (In /Hr) = 0.319 Minimum soil loss rate ((In /Hr)) = 0.160 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.450 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.741 2 0.500 625.000 37.948 0.490 3 0.750 937.500 4.591 0.059 ----------------------------------------------------------------------- Sum = 100.000 Sum= 1.290 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.319 - -- 0.06 2 0.50 4.80 0.488 0.319 - -- 0.17 3 0.75 5.10. 0.518 0.319 - -- 0.20 4 1.00 4.90 0.498 0.319 - -- 0.18 5 1.25 6.60 0.671 0.319 - -- 0.35 6 1.50 7.30 0.742 0.319 - -- 0.42 7 1.75 8.40 0.853 0.319 - -- 0.53 8 2.00 9.00 0.914 0.319 - -- 0.60 9 2.25 12.30 1.250 0.319 - -- 0.93 10 2.50 17.60 1.788 0.319 - -- 1.47 11 2.75 16.10 1.636 0.319 - -- 1.32 12 3.00 4.20 0.427 0.319 - -- 0.11 Sum = 100.0 Sum = 6.3 Flood volume = Effective rainfall 1.58(In) times area 1.3(Ac.) /[(In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.96(In) Total soil loss = 0.102(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 7355.1 Cubic Feet Total soil loss = 4446.8 Cubic Feet Peak flow rate of this hydrograph = 2.791(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0224 1.08 V Q 0 +30 0.0470 1.19 I Q 0 +45 0.0733 1.27 I QV 1+ 0 0.0998 1.28 I Q V 1 +15 0.1287 1.40 I Q V I 1 +30 0.1604 1.54 I Q I V I 1 +45 0.1948 1.66 I Q I V 2+ 0 0.2314 1.77 I Q I VI I I 2 +15 0.2738 2.05 I Q I V 2 +30 0.3279 2.62 I Q I V I 2 +45 0.3856 2.79 I IQ I I V 3+ 0 0.4239 1.85 I Q I I I V 3 +15 0.4481 1.17 I Q I I I V 3 +30 0.4697 1.05 I Q V ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB43100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM 30378 CITY LA QUINTA COACHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 1.08(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.08(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.090 Hr. Lag time = 5.40 Min. 25% of lag time = 1.35 Min. 40% of lag time = 2.16 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2) Weighting [1 *2) 0.08 1.04 0.08 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *2)' 0.08 2.53 0.20 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.530(In) Point rain (area averaged) = 2.530(In) Areal adjustment factor = 100.00 Adjusted average point rain = 2.530(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 1.000 56.00 0.300 0.080 56.00 0.200 Total Area Entered = 1.08(Ac.) RI 'RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.300 0.373 0.926 0.345 56.0 56.0 0.511 0.200 0.419 0.074 0.031 Sum (F) _ 0.376 Area averaged mean soil loss (F) (In /Hr) = 0.376 Minimum soil loss rate ((In /Hr)) = 0.188 (for 24 hour storm duration) Soil low loss rate ------------------------------------------------------------------ (decimal) = 0.350 U n i t H y d r o g r a p h ------------------------------------------------------------------ DESERT S -Curve Unit ------------------------------------------------------------------ Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 277.778 53.610 0.584 2 0.500 555.556 40.205 0.438 3 0.750 833.333 6.185 0.067 ----------------------------------------------------------------------- Sum = 100.000 Sum= 1.088 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.374 0.376 0.131 0.24 2 0.50 4.80 0.486 0.376 - -- 0.11 3 0.75 5.10 0.516 0.376 - -- 0.14 4 1.00 4.90 0.496 0.376 - -- 0.12 5 1.25 6.60 0.668 0.376 - -- 0.29 6 1.50 7.30 0.739 0.376 - -- 0.36 7 1.75 8.40 0.850 0.376 - -- 0.47 8 2.00 9.00 0.911 0.376 - -- 0.53 9 2.25 12.30 1.245 0.376 - -- 0.87 10 2.50 17.60 1.781 0.376 - -- 1.40 11 2.75 16.10 1.629 0.376 - -- 1.25 12 3.00 4.20 0.425 0.376 - -- 0.05 Sum = 100.0 Sum = 5.8 Flood volume = Effective rainfall 1.46(In) times area 1.1(Ac.) /[(In) /(Ft.)] = O.i(Ac.Ft) Total soil loss = 1.07(In) Total soil loss = 0.096(Ac.Ft) Total rainfall = 2.53(In) Flood volume = 5733.3 Cubic Feet Total ------------------------------------------------------------------ soil loss = 4185.3 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 2.445(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 { 0.0244 1.18 V Q { { 0 +30 { 0.0494 1.21 { Q { { { 0 +45 0.0739 1.19 { Q V { { { { 1+ 0 { 0.0983 1.18 { Q V{ { { 1 +15 0.1246 1.27 { Q V { { 1 +30 0.1532 1.39 { Q { V { { { 1 +45 { 0.1841 1.49 { Q { V { { 2+ 0 0.2168 1.58 { Q { V { { 2 +15 0.2543 1.81 { Q { { V 1 { 2 +30 0.3013 2.28 { Q{ { V { { 2 +45 0.3519 2.45 { Q{ { V { 3+ 0 0.3872 1.71 { Q ( { { V { 3 +15 0.4109 1.15 { Q { { { V { 3 +30 0.4324 1.04 Q { { { V ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDBSW13100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 --------------------7--------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM 30378 CITLAQUINTA COACHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.87(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.07(Ac.) 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = '0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2] Weighting [1 *2] 0.07 1.04 0.07 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting(1 *2] 0.07 2.54 0.18 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In)' Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.070 56.00 0.200 0.000 56.00 0.000 0.800 56.00 0.300 Total Area Entered = 0.87(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.200 0.419 0.080 0.034 56.0 56.0 0.511 0.000 0.511 0.000 0.000 56.0 56.0 0.511 0.300 0.373 0.920 0.343 Sum (F) _ 0.377 Area averaged mean soil loss (F) (In /Hr) = 0.377 Minimum soil loss rate ((In /Hr)) = 0.188 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.300 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.504 2 0.500 625.000 37.948 0.333 3 0.750 937.500 4.591 0.040 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.877 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.377 0.113 0.26 2 0.50 4.80 0.488 0.377 - -- 0.11 3 0.75 5.10 0.518 0.377 - -- 0.14 4 1.00 4.90 0.498 0.377 - -- 0.12 5 1.25 6.60 0.671 0.377 - -- 0.29 6 1.50 7.30 0.742 0.377 - -- 0.37 7 1.75 8.40 0.853 0.377 - -- 0.48 8 2.00 9.00 0.914 0.377 - -- 0.54 9 2.25 12.30 1.250 0.377 - -- 0.87 10 2.50 17.60 1.788 0.377 - -- 1.41 11 2.75 16.10 1.636 0.377 - -- 1.26 12 3.00 4.20 0.427 0.377 - -- 0.05 1 +30 Sum = 100.0 Sum = 5.9 0.1786 Flood volume = Effective rainfall 1.48(In) 0.2092 1.48 times area 0.9(Ac.) /((In) /(Ft.)) = 0.1(Ac.Ft) 1.68 I Q I I V I Total soil loss = 1.06(In) I Q I I V I I 2 +45 Total soil loss = 0.077(Ac.Ft) 3+ 0 0.3634 Total rainfall = 2.54(In) 0.3863 1.11 Flood volume = 4662.0 Cubic Feet 1.04 I Q I I I Total ------------------------------------------------------------------ soil loss = 3359.6 Cubic Feet - - - - -- Peak ------------------------------------------------------------ flow rate of this hydrograph = 2.180(CFS) - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------ - - - - -- Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0242 1.17 V Q 0 +30 0.0487 1.18 Q 0 +45 0.0726 1.16 Q V 1+ 0 0.0964 1.15 I Q VI , 1 +15 0.1219 1.23 Q V 1 +30 0.1494 1.33 Q I V I I 1 +45 0.1786 1.41 I Q I V I i 2+ 0 0.2092 1.48 I Q I V I 2 +15 I 0.2439 1.68 I Q I I V I 2 +30 0.2866 2.06 I Q I I V I I 2 +45 0.3316 2.18 I Q I I I V 3+ 0 0.3634 1.54 I Q I I I V I 3 +15 0.3863 1.11 I Q I I I V 3 +30 0.4079 1.04 I Q I I I V ----------------------------------------------------------------- - - - - -- I� U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB6W3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (i'n -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format VAND DE BOS TM 30378 6W CITY OF LA QUINTA COACHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.64(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.26(Ac.) _ 0.000 Sq. Mi. USER Entry of.lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 0.26 1.04 0.27 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 0.26 2.54 0.66 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.260 56.00 0.900 0.380 56.00 0.300 Total Area Entered = 0.64(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.406 0.039 56.0 56.0 0.511 0.300 0.373 0.594 0.221 Sum (F) _ 0.261 Area averaged mean soil loss (F) (In /Hr) = 0.261 Minimum soil loss rate ((In /Hr)) = 0.130 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.400 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data --------7--------------------------------------------------------- Unit time period . Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.371 2 0.500 625.000 37.948 0.245 3 0.750 937.500 4.591 0.030 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.645 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.261 - -- 0.12 2 0.50 4.80 0.488 0.261 - -- 0.23 3 0.75 5.10 0.518 0.261 - -- 0.26 4 1.00 4.90 0.498 0.261 - -- 0.24 5 1.25 6.60 0.671 0.261 - -- 0.41 6 1.50 7.30 0.742 0.261 - -- 0.48 7 1.75 8.40 0.853 0.261 - -- 0.59 8 2.00 9.00 0.914 0.261 - -- 0.65 9 2.25 12.30 1.250 0.261 - -- 0.99 10 2.50 17.60 1.788 0.261 - -- 1.53 11 2.7S 16.10 1.636 0.261 - -- 1.37 12 3.00 4.20 0.427 0.261 - -- 0.17 Sum = 100.0 Sum = 7.0 Flood volume = Effective rainfall 1.76(In) times area 0.6(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0.78(In) Total soil loss = 0.042(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 4083.1 Cubic Feet Total soil loss = 1817.9 Cubic Feet ------------------------------------------------------------ - - - - -- .Peak flow rate of this hydrograph = 1.953(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3- H 0-U R S T 0 R M R u n o f f H y d r o g r a p h ---------------------------------------------=-------------- - - - - -- Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0224 1.08 V Q 0 +30 0.0462 1.15 Q 0 +45 0.0709 1.19 Q V 1+ 0 I 0.0956 1.20 Q VI I I 1 +15 0.1216 1.26 I Q V I I I 1 +30 0.1490 1.33 I Q I V I I I 1 +45 I 0.1777 1.39 I Q I V I I 2+ 0 0.2075 1.44 I Q I V I 2 +15 0.2402 1.58 I Q I I V I I 2 +30 I 0.2788 1.87 I Q I I V I 2 +45 I 0.3192 1.95 I Q I I V 3+ 0 0.3498 1.48 I Q I I I V 3 +15 0.3730 1.12 I Q I I I V 3 +30 0.3946 1.04 I Q I I I V ------------------------------------------ ----------------------- - - - - -- CO U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB6EMADW3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC '& WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM30378 CITY LA QUINTA..6EMADW CAOCHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.95(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.44(Ac.) _ 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 0.44 1.04 100 YEAR Area rainfall data: Weighting(1 *2] 0.46 Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.00 2.54 0.00 0.00 0.44 0.00 0.44 2.54 1.12 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.440 56.00 0.90.0 0.510 56.00 0.370 Total Area Entered = 0.95(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 74.8 0.305 0.900 0.058 0.463 0.027 56.0 74.8 0.305 0.370 0.204 0.537 0.109 Sum (F) _ 0.136 Area averaged mean soil loss (F) (In /Hr) = 0.136 Minimum soil loss rate ((In /Hr)) = 0.068 (for.24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.350 U n i t H y d r o g r a p_h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) . ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.550 2 0.500 625.000 37.948 0.363 3 0.750 937.500 4.591 0.044 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.957 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent. (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.136 - -- 0.24 2 0.50 4.80 0.488 0.136 - -- 0.35 3 0.75 5.10 0.518 0.136 - -- 0.38 4 1.00 4.90 0.498 0.136 - -- 0.36 5 1.25 6.60 0.671 0.136 - -- 0.53 6 1.50 7.30 0.742 0.136 - -- 0.61 7 1.75 8.40 0.853 0.136 - -- 0.72 8 2.00 9.00 0.914 0.136 - -- 0.78 9 2.25 12.30 1.250 0.136 - -- 1.11 I 10 2.50 17.60 1.788 0.136 - -- 1.65 11 2.75 16.10 1.636 0.136 - -- 1.50 1 12 3.00 4.20 0.427 0.136 - -- 0.29 Sum = 100.0 Sum = 8.5 Flood volume = Effective rainfall 2.13(In) ' times area Total soil loss = 0.9(Ac.) /[(In) /(Ft.)} = 0.2(Ac.Ft) 0.41(In) Total soil loss = 0.032(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 7350.0 Cubic Feet ' Total ------------------------------------------------------------------ soil loss = 1409.2 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 2.515(CFS) ++++++++++++++++++++.+++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------=------ Hydrograph in 15 Minute intervals ((CFS)) 1 ------------------------------------------------------------------ Time(h+m) Volume Ac-Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------- ------------------------------------- 0+15 0.0242 1.17 V Q I 0 +30 0.0515 1.32 VQ 0 +45 0.0802 1.39 QV I 1+ 0 0.1090 1.39 Q VI I 1 +15 0.1396 1.48 Q V I I 1 +30 0.1723 1.58 I Q V I 1 +45 0.2070 1.68 Q , V I t2+ 0 0.2433 1.76 Q I V 2 +15 0.2839 1.97 Q I I V I 2 +30 0.3333 2.39 I I V QI I 2 +45 0.3852 2.51 I Q I I V t 3+ 0 0.4228 1.82 I Q I I I V ' 3 +15 0.4478 1.21 I Q I I I V 3 +30 0.4696 1.05 I Q I I I VI ----------------------------------------------------------------- - - - - -- `i U n i t H y d r o g r a p h A n a l y s i s Copyright (c CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB73100.out ++++++++++++++++++=++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS..TM 30378..7E CITY OF LA QUINTA COCHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.39(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.10(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting(1 *2] 0.10 1.10 0.11 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)(2] Weighting[1 *2] 0.10 2.54 0.25 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.010 56.00 0.300 0.380 56.00 0.400 Total Area Entered = 0.39(Ac.) RI RI Infil. Fate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.300 0.373 0.026 0.010 56.0 56.0 0.511 0.400 0.327 0.974 0.319 Sum (F) _ 0.328 Area averaged mean soil loss (F) (In /Hr) = 0.328 Minimum soil loss rate ((In /Hr)) = 0.164 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.400 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.226 2 0.500 625.000 37.948 0.149 3 0.750 937.500 4.591 0.018 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.393 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective' (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.328 - -- .0.05 2 0.50 4.80 0.488 0.328 - -- 0.16 3 0.75 5.10 0.518 0.328 - -- 0.19' 4 1.00 4.90 0.498 0.328 - -- 0.17 5 1.25 6.60 0.671 0.328 - -- 0.34 6 1.50 7.30 0.742 0.328 - -- 0.41 7 1.75 8.40 0.853 0.328 - -- 0.53 8 2.00 9.00 0.914 0.328 - -- 0.59 .9 2.25 12.30 1.250 0.328 - -- 0.92 10 2.50 17.60 1.788 0.328 - -- 1.46 •11 2.75 16.10 1.636 0.328 - -- 1.31 12 3.00 4.20 0.427 0.328 - -- 0.10 Sum = 100.0 Sum = 6.2 Flood volume = Effective rainfall 1.56(In) times area 0.4(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0.98(In) Total soil loss = 0.032(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 2202.4 Cubic Feet Total soil loss = 1393.4 Cubic Feet ------------------------------------------------------------------ Peak flow rate of this hydrograph = 1.570(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ----------------------'-------------------------------------------- Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0217 1.05 V Q 0 +30 0.0441 1.08 QV 0 +45 0.0670 1.11 Q V 1+ 0 0.0899 1.11 Q V 1 +15 0.1136 1.15 Q I V 1 +30 0.1381 1.19 Q I V 1 +45 0.1635 1.23 Q V 2+ 0 0.1895 1.26 Q V 2 +15 0.2173 1.35 Q V 2 +30 0.2486 1.52 Q V 2 +45 0.2811 1.57 Q I V 3+ 0 0.3076 1.28 Q V 3 +15 0.3299 1.08 Q V 3 +30 0.3514 1.04 Q V ----------------------------------------------------------------- - - - - -- U n i t H v d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB7W3100.out ++++++++++++++++++=++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM 30378 CITY LA QUINTA COACHELLA VALLEY ENGINEERS DKRICE -----------------------L------------------------------------------ Drainage Area = 0.38(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.35(Ac.) _ 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = '0.090 Hr. Lag time = 5.40 Min. 25% of lag time = 1.35 Min. 40% of lag time = 2.16 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 0.30 1.04 0.05 1.04 100 YEAR Area rainfall data: Area (Ac. ) (1] Rainfall (In) (2) 0.05 2.54 0.30 2.54 weighting[1 *2) 0.31 0.05 Weighting[1 *2] 0.13 0.76 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) ' Area Averaged 100 -Year Rainfall = 2.540(ln) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: ' Area(Ac.) Runoff Index Impervious % 0.350 56.00 0.300 0.030 56.00 0.270 ' Total Area Entered = 0.38(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F ' AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.300 0.373 0.921 ' 0.343 56.0 56.0 0.511 0.270 0.387 0.079 0.031 Sum (F) _ ' 0.374 Area averaged mean soil loss (F) (In /Hr) = 0.374 Minimum soil loss rate ((In /Hr)) = 0.187 (for 24 hour storm duration) ' Soil low loss rate (decimal) = 0.400 U n i t H y d r o g r a p h ' DESERT S -Curve ------------------------------------------------------------------ ' ----- - - - - -- -Unit Hydrograph Data -------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph ' -- - (hrs) - -- ---------------------- - Graph - % - - -- - - - -- (CFS) - - - - -- 1 0.250 277.778 53.610 0.205 ' 2 0.500 555.556 40.205 0.154 3 0.750 833.333 6.185 0.024 Sum = 100.000 Sum= 0.383 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective ' (Hr.) Percent (In /Hr) Max Low- (In /Hr) 1 0.25 3.70 0.376 0.374 0.00 2 0.50 4.80 0.488 0.374 - -- 0.11 ' 3 4 0.75 5.10 0.518 1.00 4.90 0.498 0.374 - -- 0.374 0.14 0.12 5 1.25 6.60 0.671 0.374 0.30 6 1.50 7.30 0.742 0.374 - -- 0.37 7 1.75 8.40 0.853 0.374 - -- 0.48 ' 8 2.00 9.00 0.914 0.374 0.54 9 2.25 12.30 1.250 0.374 - -- 0.88 10 2.50 17.60 1.788 0.374 - -- 1.41 11 2.75 16.10 1.636 0.374 - -- 1.26 12 3.00 4.20 0.427 0.374 - -- 0.05 Sum = 100.0 Sum = 5.7 Flood volume = Effective rainfall 1.42(In) times area 0.4(Ac.) /[(In) /(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.12(In) Total soil loss = 0.036(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 1956.1 Cubic Feet Total ------------------------------------------------------------------ soil loss = 1547.6 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 1.538(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M --------------------=--------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0215 1.04 V Q 0 +30 0.0435 1.06 QV 0 +45 0.0659 1.09 ( Q V 1+ 0 0.0885 1.09 Q V y 1 +15 0.1117 1.12 Q I V 1 +30 0.1357 1.16 Q V 1 +45 0.1606 1.20 Q I V 2+ 0 0.1861 1.23 Q V 2+15 0.2132 1.31 Q V 2 +30 0.2438 1.48 ' Q V 2 +45 0.2755 1.54 I Q I I V 3+ 0 0.3019 1.28 Q I V 3 +15 0.3242 1.08 Q I 4 V 3 +30 0.3457 1.04 I Q V ----------------------------------------------------------------- - - - - -- U"n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB8W3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------ - ----- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOSTM30378..8W CITY OF LA QUINTA COACHELLA VALLEY ENGINEERS DKRIE ------------------------------------------------------------------ Drainage Area = 0.71(Ac.) = 0.001•Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.26(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2] Weighting [l *.2) 0.26 1.04 0.27 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 0.26 2.54 0.66 STORM EVENT (YEAR) = 100.00 I Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.260 56.00 0.900 0.450 56.00 0.300 Total Area Entered = 0.71(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.366 0.036 56.0 56.0 0.511 0.300 0.373 0.634 0.236 Sum (F) _ 0.272 Area averaged mean soil loss (F) (In /Hr) = 0.272 Minimum soil loss rate ((In /Hr)) = 0.136 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0,.400 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------7----------------------------------------- Graph % (CFS) 1 0.250 312.500 57.461 0.411 2 0.500 625.000 37.948 0.272 3 0.750 937.500 4.591 0.033 ----------------------------------------------------------------------- Sum = 100.000 Sum= 0.716 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.272 - -- 0.10 2 0.50 4.80 0.488 0.272 - -- 0.22 3 0.75 5.10 0.518 0.272 - -- 0.25 4 1.00 4.90 0.498 0.272 - -- 0.23 5 1.25 6.60 0.671 0.272 - -- 0.40 6 1.50 7.30 0.742 0.272 - -- 0.47 7 1.75 8.40 0.853 0.272 - -- 0.58 8 2.00 9.00 0.914 0.272 - -- 0.64 9 2.25 12.30 1.250 0.272 - -- 0.98 10 2.50 17.60 1.788 0.272 - -- 1.52 11 2.75 16.10 1.636 0.272 - -- 1.36 12 3.00 4.20 0.427 0.272 - -- 0.15 Sum = 100.0 Sum = 6.9 Flood volume = Effective rainfall 1.72(In) times area 0.7(Ac.) /[(In) /(Ft.)) = 0.1(Ac.Ft) Total soil loss = 0.82(In) Total soil loss = 0.048(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 4444.2 Cubic Feet Total soil loss = 2102.1 Cubic Feet Peak flow rate of this hydrograph = 2.045(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0224 1.08 V Q I 0 +30 0.0463 1.16 I Q 0 +45 0.0711 1.20 I Q V 1+ 0 0.0961 1.21 I Q VI .l. 1 +15 0.1224 1.27 I Q V I 1 +30 0.1503 1.35 I Q I V 1 +45 0.1796 1.42 I Q I V I 2+ 0 0.2101 1.48 I Q I V I 2 +15 0.2439 1.64 I Q I I V I I 2 +30 0.2842 1.95 I Q I I V I 2 +45 0.3265 2.05 I Q I I I V 3+ 0 0.3580 1.52 I Q I I I V 3 +15 0.3813 1.13 I Q I I V 3 +30 0.4029 1.05 I Q V ----------------------------------------------------------------- - - - - -- •rn. U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VANDB8EMADW3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC '& WCD Manual date- April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units.Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS TM 30399..8EMADW CITY OF LA QUINTA COACHELLEY VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 1.02(Ac.) = 0.002 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.44(Ac.) _ 0.001 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] weighting [1 *2] 0.44 1.04 0.46 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) (2) Weighting (1 *2] 0.44 2.54 1.12 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 s Adjusted average point rain = 2.540(in) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.440 56.00 0.900 0.580 56.00 0.300 Total Area Entered = 1.02(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.431 0.042 56.0 56.0 0.511 0.300 0.373 0.569 0.212 Sum (F) _ 0.254 Area averaged mean soil loss (F) (In /Hr) = 0.254 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.450 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 57.461 0.591 2 0.500 625.000 37.948 0.390 3 0.750 937.500 4.591 0.047 ----------------------------------------------------------------------- Sum = 100.000 Sum= 1.028 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.254 - -- 0.12 2 0.50 4.80 0.488 0.254 - -- 0.23 3 0.75 5.10 0.518 0.254 - -- 0.26 4 1.00 4.90 0.498 0.254 - -- 0.24 5 1.25 6.60 0.671 0.254 - -- 0.42 6 1.50 7.30 0.742 0.254 - -- 0.49 7 1.75 8.40 0.853 0.254 - -- 0.60 8 2.00 9.00 0.914 0.254 - -- 0.66 9 2.25 12.30 1.250 0.254 - -- 1.00 10 2.50 17.60 1.788 0.254 - -- 1.53 11 2.75 16.10 1.636 0.254 - -- 1.38 12 3.00 4.20 0.427 0.254 - -- 0.17 Sum = 100.0 Sum = 7.1 Flood volume = Effective rainfall 1.78(In) times area 1.0(Ac.) /((In) /(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.76(In) Total soil loss = 0.065(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 6584.3 Cubic Feet Total soil loss = 2820.2 Cubic Feet Peak flow rate of this hydrograph = 2.502(CFS) ------------------------------------------------------------------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m). Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0 +15• 0.0230 1.11 V Q I 0 +30 0.0483 1.23 I Q 0 +45 0.0750 1.29 I QV 1+ 0 0.1018 1.30 I Q VI 1 +15 0.1306 1.39 Q V 1 +30 0.1617 1.50 I Q I V 1 +45 0.1948 1.60 I Q I V I I 2+ 0 0.2297 1.69 I Q I V I I 2 +15 0.2693 1.91 I Q I I V I 2 +30 0.3182 2.37 I QI I V I I 2 +45 0.3699 2.50 I Q I I V 3+ 0 0.4061 1.75 I Q I I I V 3 +15 0.4303 1.17 I Q I I I V 3 +30 0.4520 1.05 I Q I I I V ----------------------------------------------------------------- - - - - -- 9 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/08/07 File: vdb93100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS..TM30378..9 CITYLAQUINTA COACHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area 0.16(Ac.) 0.000 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment 0.01(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.050 Hr. Lag time = 3.00 Min. 25W of lag time = 0.75 Min. 40W of lag time = 1.20 Min. Unit time 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area(Ac.) (1] Rainfall (In) (2] Weighting [1 *2] 0.01 1.10 0.01 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) (2] Weighting [1 *2] 0.01 2.54 0.03 STORM EVENT (YEAR) = 100.00 I tArea Averaged 2 -Ye.ar Rainfall = 1.100(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) tSub -Area Data: Area(Ac.) Runoff Index Impervious % 0.160 56.00 0.200 Total Area Entered = 0.16(Ac.) t RI RI Infil. Rate Impervious AMC2 AMC -3 (In /Hr) (Dec. %) Adj. Infil. (In /Hr) Rate Area% F (Dec.) (In /Hr) 56.0 74.8 0.305 0.200 0.250 1.000 0.250 Sum (F) _ 0.250 Area averaged mean soil loss (F) (In /Hr) = 0.250 Minimum soil loss rate ((In /Hr)) = 0.125 ' (for 24 hour storm duration) Soil low loss rate (decimal) = 0.200 ------------------------------------------------------------------ U n i t H y d r o g r a p h DESERT S -Curve - - -- -- ---- - - - - -- --------------------------------------------- Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ------------------------------------------------------------------ 1 0.250 500.000 71.081 0.115 2 0.500 1000.000 28.919 0.047 Sum --------------- = 100.000 Sum 161 - -- --- -------- -�- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.250 - -- 0.13 ' 2 3 0.50 4.80 0.488 0.75 S.10• 0.518 0.250 - -- 0.250 0.24 0.27 4 1.00 4.90 0.498 0.250 0.25 5 1.25 6.60 0.671 0.250 - -- 0.42 6 1.50 7.30 0.742 0.250 - -- 0.49 7 1.75 8.40 0.853 0.250 0.60 8 2.00 9.00 0.914 0.250 - -- 0.66 9 2.25 12.30 1.250 0.250 - -- 1:00 10 2.50 17.60 1.788. 0.250 - -- 1.54 ' 11 2.75 16.10 1.636 0.250 1.39 12 3.00 4.20 0.427 0.250 - -- 0.18 Sum = 100.0 Sum = 7.2 ' Flood volume = Effective rainfall 1.79(In) times area 0.2 (Ac J/ ((In) / (Ft.) ] = 0.0 (Ac.Ft) Total soil loss = 0.75(In) Total soil loss = 0.010(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 1038.9 Cubic Feet Total soil loss = 436.3 Cubic Feet ------------------------------------------------------------------ Peak flow rate of this hydrograph = 1.271(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ------------------------------------------------------------------------ 0+15 0.0218 1.05 V Q 0 +30 0.0440 1.07 QV 0 +45 0.0663 1.08 Q V 1+ 0 0.0886 1.08 Q V 1 +15 0.1114 1.10 Q I V 1 +30 0.1344 1.12 Q V 1 +45 0.1578 1.13 Q I V 2+ 0 0.1814 1.14 Q I V 2 +15 0.2059 1.19 Q V 2 +30 0.2320 1.26 Q V 2 +45 0.2583 1.27 Q I I V 3+ 0 0.2815 1.12 Q I I V 3 +15 0.3032 1.05 Q V ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB93100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used . English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS..TM30378..9 CITYLAQUINTA COACHELLA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.16(Ac.) = 0.000 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.01(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.000 Hr. Lag time = 0.00 Min. 25% of lag time = 0.00 Min. 40% of lag time— 0.00 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2) Weighting [1 *2) 0.01 1.04 0.01 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *23 0.01 2.54 0.03 STORM EVENT (YEAR) = 100.00 i 11 Area Averaged 2 -Year Rainfall = 1.040(In) i t H y d r o g Area Averaged 100 -Year Rainfall = 2.540(In) (In /Hr) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) 0.511 0.900 Sub -Area Data: 0.063 ' 0.006 Area(Ac.) Runoff Index Impervious 0.010 56.00 0.900 0.511 0.200 0.150 56.00 0.200 0.393 Total Area Entered = 0.16(Ac.) 11 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F i t H y d r o g AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) ------------------------------------------------------------------ ------------------------------------------------------------------ 56.0 56.0 0.511 0.900 0.097 0.063 ' 0.006 Time % of lag Distribution Unit Hydrograph 56.0 56.0 0.511 0.200 0.419 0.938 0.393 0.250 1. #I0 100.000 0.161 0.399 Sum Sum (F) _ 0.161 Area averaged mean soil loss (F) (In /Hr) = 0.399 Minimum soil loss rate ((In /Hr)) = 0.199 Pattern Storm Rain (for 24 hour storm duration) (Hr.) Percent Soil ---- ---- low loss ----- rate (decimal) = ----- ---------- -- -------- 0.200 - --------------------- - - - - -- 11 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ ------------------------------------------------------------------ Unit Hydrograph Data Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------ Graph % (CFS) - ----------- 1 0.250 1. #I0 100.000 0.161 ----------------------------------------------------------------------- Sum 100.000 Sum= 0.161 ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.399 0.075 0.30 ' 2 0.50 4.80 0.488 0.399 0.09 3 0.75 5.10 0.518 0.399 - -- 0.12 4 1.00 4.90 0.498 0.399 - -- 0.10 I!, 5 1.25 6.60 0.671 0.399 0.27 6 1.50 7.30 0.742 - -- 0.399 0.34 7 1.75 8.40 0.853 0.399 - -- 0.45 8 2.00 9.00 0.914 0.399 0.52 9 2.25 12.30 1.250 =__ 0.399 0.85 10 2.50 17.60 1.788 0.399 1.39 11 2.75 16.10 1.636 0.399 - -- 1.24 12 3.00 4.20 0.427 0.399 - -- 0.03 ' Sum = 100.0 Sum = 5.7 11 Flood volume = Effective rainfall 1.42(In) times area 0.2(Ac.) /[(In) /(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.12(In) Total soil loss = 0.015(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 827.4 Cubic Feet Total soil loss = 647.8 Cubic Feet Peak flow rate of this hydrograph = 1.264(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0225 1.09 I VQ I 0 +30 0.0443 1.05 I Q V I 0 +45 0.0662 1.06 I Q VI I I I 1+ 0 0.0880 1.06 I Q V I I 1 +15 0.1104 1.08 I Q I V I I I 1 +30 0.1330 1.10 1 Q I VI I 1 +45 0.1560 1.11 I Q I V 2+ 0 0.1792 1.12 I Q I I V 2 +15 0.2035 1.18 I Q I I VI I 2 +30 0.2297 1.26 I Q I I V 2 +45 0.2553 1.24 I Q I I I V I VI 3+ 0 0.2768 1.04 I Q I I ---------------- - ------------------------------------------ ------ - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ---------------------------------------------7-------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS CITY OF LA QUINTA CITY OF COACHLAA VALLEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.17(Ac.) = 0.000 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.01(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.03(CFS) 2 YEAR Area rainfall data: Area(Ac.) [1) Rainfall(In) [2] Weighting[1 *2] 0.01 0.04 0.00 100 YEAR Area rainfall data: Area(Ac.) [1) Rainfall(In) [2) Weighting[1 *2] 0.01 2.54 0.03 STORM EVENT (YEAR) = 100.00 r 1 ' Area Averaged 2 -Year Rainfall = 0.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.010 56.00 0.900 0.160 56.0.0 0.200 Total Area Entered = 0.17(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 0.006 56.0 56.0 0.511 0.900 0.097 0.059 56.0 56.0 0.511 0.200 0.419 0.941 0.394 Sum (F) _ 0.400 Area averaged mean soil loss (F) (In /Hr) = 0.400 Minimum soil loss rate ((In /Hr)) = 0.200 (for 24 hour storm duration) ' Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.200 U n i t H y d r o g r a p h DESERT S -Curve iUnit ------------------------------------------------------------------ Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.250 312.500 51.461 0.098 2 0.500 625.000 37.948 0.065 3 0.750 937.500 4.591 0.008 ------------------------------ - - - - -- Sum - -- 100 000 - -- Sum- - - - - -- -0_171 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective ' (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.400 0.075 0.30 2 0.50 4.80 0.488 0.400 - -- 0.09 3 0.75 5.10 0.518 0.400 0.12 4 1.00 4:90 0.498 0.400 0.10 5 1.25 6.60 0.671 0.400 - -- 0.27 6 1.50 7.30 0.742 0.400 ___ 0.34 7 1.75 8.40 0.853 0.400 0.45 8 2.00 9.00 0.914 0.400 - -- 0.51 9 2.25 12.30 1.250 0.400 - -- 0.85 10 2.50 17.60 1.788 0.400 - -- 1.39 11 2.75 16.10 1.636 0.400 - -- 1.24 12 3.00 4.20 0.427 0.400 - -- 0.03 Sum = 100.0 Sum = 5.7 Flood volume = Effective rainfall 1.42(In) times area 0.2(Ac.) /((In) /(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.12(In) Total soil loss = 0.016(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 877.1 Cubic Feet Total soil loss = 690.3 Cubic Feet ------------------------------------------------------------------ Peak flow rate of this hydrograph = 1.249(CFS) ---------------------------------------------------------7-------- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------'-- 0+15 0.0219 1.06 V Q 0 +30 0.0438 1.06 QV 0 +45 0.0654 1.05 Q V 1+ 0 0.0871 1.05 Q V 1 +15 0.1091 1.06 I Q I V 1 +30 0.1314 1.08 Q I V 1 +45 0.1541 1.10 Q I VI I ' 2+ 0 0.1771 1.11 I Q I V I I 2 +15 0.2009 1.15 I Q I I V 2 +30 0.2262 1.23 I Q I I V I 2 +45 0.2520 1.25 I Q ( I V I 3+ 0 0.2753 1.12 I Q I I I V I 3 +15 0.2968 1.04 I Q I I I V I 3 +30 0.3181 1.03 I Q I I I V ----------------------------------------------------------------- - - - - -- I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB143100.out +++++++++++++++++±+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOSBETHCIRCLE CITYLA QUINTA DKRICE ------------------------------------------------------------------ Drainage Area = 0.34(Ac.) = 0.001 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.03(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.30(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.03 1.04 0.03 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 0.03 2.54 0.08 STORM EVENT (YEAR) = 100.00 I tArea Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.030 56.00 0.900 0.310 56.00 0.900 ' Total Area Entered = 0.34(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.900 0.097 0.088 0.009 56.0 56.0 0.511 0.900 0.097 0.912 0.088 Sum (F) _ ' 0.097 Area averaged mean soil loss (F) (In /Hr) = 0.097 Minimum soil loss rate ((In /Hr)) = 0.049 (for 24 hour storm duration) ' Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.500 ' U n i t H y d• r o g r a p h DESERT S -Curve . ' ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) ' 1 0.250 312.500 57.461 0.197 2 0.500 625.000 37.948 0.130 3 0.750 937.500 4.591 0.016 -------------------------------------------------------- Sum = 100.000 Sum = -- ---- 0343 - -- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective ' (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.097 - -- 0.28 2 0.50 4.80 0.488 0.097 - -- 0.39 ' 3 0.75 5.10 0.518 0.097 0.42 4 1.00 4.90 0.498 =__ 0.097 0.40 5 1.25 6.60 0.671 0.097 - -- 0.57 ' 6 7 1.50 7.30 0.742 1.75 8.40 0.853 0.097 - -- 0.097 0.64 0.76 8 2.00 9.00 0.914 0.097 0.82 9 2.25 12.30 1.250 0.097 - -- 1.15 10 2.50 17.60 1.788 0.097 - -- 1.69 11 2.75 16.10 1.636 0.097 - -- 1.54 12 3.00 4.20 0.427 0.097 - -- 0.33 Sum = 100.0 Sum = 9.0 Flood volume = Effective rainfall 2.25(In) times area 0.3(Ac.) /((In) /(Ft.)] = 0.1(Ac.Ft) Total soil loss = 0.29(In) Total soil loss = 0.008(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 2775.5 Cubic Feet Total soil loss = 359.3 Cubic Feet Peak flow rate of this hydrograph = 1.841(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ----------------------- 7 ------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0280 1.35 V Q 0 +30 0.0572 1.41 Q 0 +45 0.0869 1.44 Q V 1+ 0 0.1167 1.44 Q V 1 +15 0.1471 1.47 Q I V 1 +30 0.1782 1.51 Q V 1 +45 0.2101 1.54 Q VI I 2+ 0 0.2425 1.57 Q V I 2 +15 0.2765 1.65 Q I V 2 +30 0.3136 1.80 Q I I V I 2 +45 0.3517 1.84 I Q I I V 3+ 0 0.3845 1.59 I Q I I I V I 3 +15 0.4128 1.37 I Q I I I V I 3 +30 0.4398 1.31 I Q I I I V ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/07/07 File: VDB3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6078 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ VANDEBOS CITY OF LA QUINTA CITY OF COACHLAA VA-'!-,LEY ENGINEERS DKRICE ------------------------------------------------------------------ Drainage Area = 0.14(Ac.) = 0.000 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 0.03(Ac.) _ 0.000 Sq. Mi. USER Entry of lag time in hours Lag time = 0.080 Hr. Lag time = 4.80 Min. 25% of lag time = 1.20 Min. 40% of lag time = 1.92 Min. Unit time = 15.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.04(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 0.03 1.04 0.03 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 0.03 2.54 0.08 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.040(In) Area Averaged 100 -Year Rainfall = 2.540(In) Point rain (area averaged) = 2.540(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.540(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.110 56.00 0.900 0.030 56.00 0.400 Total Area Entered = 0.14(Ac.) ' RI R; Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) ' 0.076 56.0 56.0 0.511 0.900 0.097 0.786 56.0 56.0 0.511 0.400 0.327 0.214 0.070 Sum (F) _ 0.146 Area averaged mean soil loss (F) (In /Hr) = 0.146 Minimum soil loss rate ((In /Hr)) = 0.073 (for 24 hour storm duration) ' Soil low loss rate (decimal) = --------------------------------------------------------------=--- 0.500 ' U n i.t H y d r o g r a p h DESERT S -Curve --7--------------------------------------------------------------- ,t Unit Hydrograph Data ------------------------------------------------------------------ ' - Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ' - 7----------------------------------------------------------------- 1 0.250 312.500 57.461 0.081 2 0.500 625.000 37.948 0.054 3 0.750 937.500 4.591 0.006 ' ----------------------------- - - - - -- -Sum ----------------------------------- = 100.000 Sum= 0 141 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.25 3.70 0.376 0.146 - -- 0.23 ' 2 3 0.50 4.80 0.488 0.75 5.10 0.518 0.146 - -- 0.146 0.34 0.37 4 1.00 4.90 0.498 0.146 0.35 5 1.25 6.60 0.671 0.146 - -- 0.52 6 1.50 7.30 0.742 0.146 - -- 0'.60 t 7 1.75 8.40- 0.853 0.146 0.71 8 2.00 9.00 0.914 0.146 - -- 0.77 9 2.25 12.30 1.250 0.146 - -- 1.10 10 2.50 17.60 1.788 0.146 - -- 1:64 11 2.75 16.10 1.636 0.146 1.49 12 3.00 4.20 0.427 0.146 - -- 0.28 Sum = 100.0 Sum = 8.4 Flood volume = Effective rainfall 2.10(In) times area 0.1(Ac.) /[(In) /(Ft.)] = 0.0(Ac.Ft) Total soil loss = 0.44(In) Total soil loss = 0.005(Ac.Ft) Total rainfall = 2.54(In) Flood volume = 1067.8 Cubic Feet Total soil loss = 223.1 Cubic Feet Peak flow rate of this hydrograph = 1.256(CFS) ------------------------------------------------------------------ +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------ Hydrograph in 15 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+15 0.0219 1.06 V Q 0 +30 0.0442 1.08 I QV I 0 +45 0.0667 1.09 I Q V 1+ 0 0.0892 1.09 I Q V 1 +15 0.1120 1.10 I Q I V 1 +30 0.1352 1.12 I Q I V 1 +45 0.1586 1.13 I Q I VI I 2+ 0 0.1822 1.14 I Q I V 2 +15 0.2065 1.18 I Q I I V I 2 +30 0.2320 1.24 I Q I I V 2 +45 0.2580 1.26 I Q I I V I 3+ 0 0.2818 1.15 I Q I I I V 3 +15 0.3038 1.06 I Q I I I V I 3 +30 0.3253 1.04 Q I I V ----------------------------------------------------------------- - - - - -- n I RETENTION BASIN VOLUME CALCS.- BASIN 1 (35' X 128') Adjacent Road Flowline Grade = 512.79 100 Yr Pond Water Surface Level = 511.79 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 513.00 4,480 798 4,081 12,423 512.00 3,682 798 3,283 8,342 511.00 2,884 799 2,485 5,059 510.00 2,085 798 1,686 2,574 509.00 1,287 798 888 888 508.00 489 0 0 0 100 -Yr WSL Vol. = 7,653cf RETENTION BASIN VOLUME CALCS. - BASIN 2 (35' X 130') Adjacent Road Flowline Elev. = 513.66 100 Yr Water Surface Elev. = 512.66 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 514.00 4,550 807 4,147 12,668 513.00 3,743 806 3,340 8,521 512.00 2,937 807 2,534 5,181 511.00 2,130 806 1,727 2,648 510.00 1,324 807 921 921 509.00 517 0 0 0 100 -Yr WSL Vol. = 7,385cf RETENTION BASIN VOLUME CALCS. - BASIN 3 (35'x 103') Adjacent Road Flowline = 514.40 100 -Yr Water Surface Level = 513.40 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 514.40 3,605 269 1,388 9,332 514.00 3,336 675 2,999 7,944 513.00 2,661 675 2,324 4,946 512.00 11986 675 1,649 2,622 511.00 1,311 675 974 974 510.00 636 0 0 0 iuu -Yr W5L Vol. = 6,145Ct RETENTION BASIN VOLUME CALCS. - BASIN 4 (35'x 103') Adjacent Road Flowline = 515.14 100 -Yr Water Surface Level = 514.00 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 515.00 3,605 671 3,270 9,632 514.00 2,934 672 2,598 6,362 513.00 2,262 672 1,926 3,764 512.00 1,590 671 1,255 1,838 511.00 919 671 584 584 510.00 248 0 0 1 0 9vv -Yr W51L Vol. = 6,3620 RETENTION BASIN VOLUME CALCS. - BASIN 5 (30'x 79') Adjacent Street Flowline = 515.30 100 -Yr Water Surface Level = 514.30 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 515.30 2,370 220 678 5,424 515.00 2,150 482 1,909 4,747 514.00 1,668 481 1,428 2,838 513.00 1,187 482 946 1,410 512.00 705 482 464 464 511.00 223 0 0 0 100 -Yr WSL Vol. = 3,411cf RETENTION BASIN VOLUME CALCS. - BASIN 6 (30'x 105') Adjacent Street Flowline = 514.54 100 -Yr Water Surface Level = 513.54 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 514.54 3,150 320 #VALUE! 514.00 2,830 591 2,535 6,591 513.00 2,239 591 1,944 4,056 512.00 1,648 592 1,352 2,113 511.00 1,056 591 761 761 510.00 465 0 0 0 100 -Yr WSL Vol. = 5,425cf RETENTION BASIN VOLUME CALCS. - BASIN 7 (30' X 105') Adjacent Street Flowline = 513.93 100 -Yr Water Surface Elev. = 512.93 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 0 0 7,231 514.00 3,150 671 2,815 7,231 513.00 2,479 671 2,144 4,416 512.00 1,808 672 1,472 2,273 511.00 1,136 671 801 801 510.00 465 0 0 0 100 -Yr WSL Vol. = 4,266cf RETENTION BASIN VOLUME CALCS. - BASIN 8 (30' X 125') Adjacent Street Flowline = 512.83 100 -Yr Water Surface Level = 511.50 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 513.00 3,750 792 3,354 8,661 512.00 2,958 793 2,562 5,307 511.00 2,165 792 1,769 2,746 510.00 1,373 793 977 977 509.00 580 0 0 0 100 -Yr WSL Vol. = 4,027cf * BASIN 8 TO BE CROSS - CONNECTED W/ BASINS 12 & 13 RETENTION BASIN VOLUME CALCS. - BASIN 9 (24' X 138') Adjacent Roadway Flowline = 512.85 100 -Yr Pond WS = 511.85 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 0 0 7,989 513.00 0 0 1,716 7,989 512.00 3,432 894 2,985 6,273 511.00 2,538 894 2,091 3,288 510.00 1,644 894 1,197 1,197 509.00 750 0 0 0 Vol. @ WSL = 5,825cf RETENTION BASIN VOLUME CALCS. - BASIN 10 (24' X 128') Adjacent Roadway Flowline = 512.85 100 -Yr Pond WSL = 511.85 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 0 0 7,281 513.00 0 0 1,584 7,281 512.00 3,168 846 2,745 5,697 511.00 2,322 846 1,899 2,952 510.00 1,476 846 1,053 1,053 509.00 630 0 0 0 Vol. @ WSL = 5,285 cf Basin 10 To Be Cross - connected w/ Basin 9 RETENTION BASIN VOLUME CALCS. - BASIN 11 (24'X 128') Adjacent Roadway Flowline = 512.52 100 -Yr Pond WSL = 511.52 ELEVATION AREA AREA CHANGE VOL /FT (Avg) CUML VOL SF SF CF CF 0 0 7,686 513.00 0 0 1,953 7,686 512.00 3,906 1,256 3,278 5,733 511.00 2,650 1,520 1,890 2,455 510.00 1,130 1,130 565 565 509.00 0 0 0 0 Vol. @ WSL = 4,160cf RETENTION BASIN VOLUME CALCS. - BASIN 12 (24' X 150') Adjacent Roadway Flowline = 512.50 100 -Yr Pond WSL = 511.50 ELEVATION AREA AREA CHANGE VOL/FT (Avg) CUML VOL SF SF CF CF 0 0 11,007 513.00 0 0 2,448 11,007 512.00 4,896 1,362 4,215 8,559 511.00 3,534 1,362 2,853 4,344 510.00 2,172 1,362 1,491 1,491 509.00 810 0 0 0 Vol. @ WSL = 6,452 cf RETENTION BASIN VOLUME CALCS. - BASIN 13 (24' X 238') Adjacent Roadway Flowline = 512.50 100 -Yr Pond WSL = 511.50 ELEVATION AREA AREA CHANGE VOUFT (Avg) CUML VOL SF SF CF CF 0 0 9,227 513.00 0 0 2,115 9,227 512.00 4,230 1,240 3,610 7,112 511.00 2,990 1,239 2,371 3,502 510.00 1,751 1,239 1,132 1,132 509.00 512 0 0 0 Vol. @ WSL = 5,307 cf RETENTION BASIN VOLUME CALCS. TEMP. BASIN #14 (30' X 78') Adjacent Street Flowline = 512.60 100 -Yr Water Surface Elev. = 511.60 ELEVATION AREA AREA CHANGE VOL/FT. (Avg) CUML VOL SF SF CF CF 513.00 2,340 580 2,050 4,410 512.00 1,760 580 1,470 2,360 511.00 1,180 580 890 890 510.00 600 0 0 t 0 100 -Yr WSL Vol. = 1,772ct RETENTION BASIN VOLUME CALCS. - TEMP. BASIN #15 (32' X 135') Adjacent Street Flowline = 512.78 100 -Yr Water Surface Level = 511.78 ELEVATION AREA AREA CHANGE. VOL/FT (Avg) CUML VOL SF SF CF CF 513.00 4,320 1,250 3,695 7,335 512.00 3,070 1,250 2,445 3,640 511.00 1,820 1,250 1,195 1,195 510.00 570 0 0 0 1uU -Yr WSL Vol. = 3,10ZCt CATCH BASIN # 1 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL10 STORM DRAIN LINE: "A "- 10year DIA.(IN) Q10(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 1.08 1 510.25 2.00 1.38-7 0.006 0.007 WS100IN BASIN 510.250 0.006 VELOCITY IN 18 " PIPE Q= 1.08 0.61 PER SEC. HV= V2/2G= 0.006 0.007 A= 1.77 V =Q /A HGL AT U.S. END 510.263 STORM DRAIN LINE LENGTH OF PIPE(d) 47.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE RCP Sf =[ Q n ] 2 K' =0.463 [d 8/3(K')] Hf =L(Sf) DESIGN FOR CATCH BASIN NO. 1 PROP. WIDTH OF OPENING (W)(FT) 4.00 H /h= 0.36 Sf =[ 0.012960 12= 0.000090 [ 1.366925 ] Hf= HGL AT U.S.END= 1.2HV= 10YR WS IN CB= CURB HEIGHT (IN) 6.00 Q/L= 2.50 (PONDED TO TC) DEPTH OF DEPRESSION (IN) 4.00 DEPTH OF FLOW AT OPENING (H)(FT) 0.30 Q= 1.08 0.43 FOOT WIDE OPENING (MIN) HEIGHT OF OPENING (h)(IN) 10.00 (Q/L) Q10 TO OPENING (CFS) 1.08 TC AT OPENING 513.78 VS HGL 510.27 OK 2.50 USE W(MIN)= 4.00 OK 0.0042 510.268 0.007 510.275 ml r CATCH BASIN #1 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 4 -02 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "A" - 100 Year DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 1.67 1 511.50 2.00 1.38 0.015 0.017 WS100 IN BASIN VELOCITY IN 18 " PIPE Q= 1.67 0.95 PER SEC. HV= V2/2G= 0.014 A= 1.77 V =Q /A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 47.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE RCP Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.020040 ]2= 0.000215 [d 8/3(K')] [ 1.366925 ] Hf =L(Sf) Hf= HGL AT U.S.END= 1.2HV= 100YR WS IN CB= DESIGN FOR CATCH BASIN NO. 1 PROP. WIDTH OF OPENING (W)(FT) 4.00 H /h= 0.36 CURB HEIGHT (IN) 6.00 Q/L= 2.50 (PONDED TO TC) DEPTH OF DEPRESSION (IN) 4.00 DEPTH OF FLOW AT OPENING (H)(FT) 0.30 Q= 1.67 0.67 FOOT WIDE OPENING (MIN) HEIGHT OF OPENING (h)(IN) 10.00 (Q/L) 2.50 USE W(MIN)= 4.00 Q100 TO OPENING (CFS) 1.67 OK TC AT OPENING 513.78 VS HGL 511.56 OK HGL100 511.500 0.015 0.017 511.532 0.0101 511.542 0.017 511.559 it M m mm m m m w m m m m mm m � m m CATCH BASIN #2 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 4 -02 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "B "- 10 year DIA.(IN) 010(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 18 1 3.69 1 510.43 2.00 1.38 0.074 0.081 WS10 IN BASIN VELOCITY IN 18 " PIPE Q= 3.69 2.09 PER SEC. HV= V2 /2G= 0.068 A= 1.77 V =Q/A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 45.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE RCP Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.044280 12= 0.001049 [d 8/3(K')] [ 1.366925 J Hf =L(Sf) Hf= HGL AT U.S.END= 1.2HV= 10YR WS IN CB= DESIGN FOR CATCH BASIN NO. 2 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q10 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 3.69 514.63 VS HGL (PONDED TO TC) Q= 3.69 1.48 FOOT WIDE OPENING (MIN) (Q/L) 510.71 OK 2.50 USE W(MIN)= 4.00 OK HGL10 510.430 0.074 0.081 510.586 0.0472 510.633 0.081 510.714 CATCH BASIN #2 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "C" - 100 year DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 5.71 1 511.85 2.00 1.38 0.178 0.195 WS100 IN BASIN VELOCITY IN 18 " PIPE Q= 5.71 3.23 PER SEC. HV= V2 /2G= 0.162 A= 1.77 V =Q/A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 45.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE RCP Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.068520 ]2= 0.002513 [d 8/3(K')] [ 1.366925 ] Hf =L(Sf Hf= HGL AT U.S.END= 1.2HV= 100YR WS IN CB= DESIGN FOR CATCH BASIN NO. 2 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 5.30 514.63 VS HGL (PONDED TO TC) Q= 5.30 2.12 FOOT WIDE OPENING (MIN) (Q/L) 512.53 OK 2.50 USE W(MIN)= 4.00 OK HGL100 511.850 0.178 0.195 512.223 0.1131 512.336 0.195 512.530 m m m m m w m m m m m w m m m m m m m CATCH BASIN #3 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 17.00 MANNING "S INDEX(n) 0.012 JOB #: 01152 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.004080 ]2= 0.000009 [d 8/3(K')] PROJECT: TR 30378 Hf =L(SO Hf= 0.0002 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL10 STORM DRAIN LINE: "C "- 10 year DIA.(IN) Q10(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 18 1 0.34 1 510.25 2.00 1.38 0.001 0.001 WS100 IN BASIN 510.250 0.001 VELOCITY IN, 18 " PIPE Q= 0.34 0.19 PER SEC. HV= V2/2G= 0.001 0.001 A= 1.77 V =Q /A HGL AT U.S. END 510.251 STORM DRAIN LINE LENGTH OF PIPE(d) 17.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.004080 ]2= 0.000009 [d 8/3(K')] [ 1.366925 ] Hf =L(SO Hf= 0.0002 HGL AT U.S.END= 510.251 1.2HV= 0.001 10YR WS IN CB= 510.252 DESIGN FOR CATCH BASIN NO. 3 PROP. WIDTH OF OPENING (W)(FT) 4.00 H /h= 0.36 CURB HEIGHT (IN) 6.00 Q/L= 2.50 (PONDED TO TC) DEPTH OF DEPRESSION (IN) 4.00 DEPTH OF FLOW AT OPENING (H)(FT) 0.30 Q= 0.34 0.14 FOOT WIDE OPENING (MIN) HEIGHT OF OPENING (h)(IN) 10.00 (Q /L) 2.50 USE W(MIN)= 4.00 Q10 TO OPENING (CFS) 0.34 OK TC AT OPENING 513.70 VS HGL 510.25 OK r rr rr ir...� rr rr rr r rr r rr rr r r r �r rr �r CATCH BASIN #3 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 17.00 MANNING "S INDEX(n) 0.012 JOB #: 01152 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.009480 ]2= 0.000048 [d 8/3(K')] PROJECT: TR 30378 Hf =L(So Hf= 0.0008 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL100 STORM DRAIN LINE: "C "- 100 year DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 18 1 0.79 1 511.50 2.00 1.38 0.003 0.004 WS100 IN BASIN 511.500 0.003 VELOCITY IN 18 " PIPE Q= 0.79 0.45 PER SEC. HV= V2 12G= 0.003 0.004 A= 1.77 V =Q/A HGL AT U.S. END 511.507 STORM DRAIN LINE LENGTH OF PIPE(d) 17.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.009480 ]2= 0.000048 [d 8/3(K')] [ 1.366925 J Hf =L(So Hf= 0.0008 HGL AT U.S.END= 511.508 1.2HV= 0.004 100YR WS IN CB= 511.512 DESIGN FOR CATCH BASIN NO. 3 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 0.79 513.70 VS HGL (PONDED TO TC) Q= 0.79 0.32 FOOT WIDE OPENING (MIN) (Q/L) 511.51 OK 2.50 USE W(MIN)= 4.00 OK CATCH BASIN #4 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "D " -10 year DIA.(IN) Q10(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 0.34 1 509.90 2.00 1.38 0.001 0.001 WS100 IN BASIN VELOCITY IN 18 " PIPE Q= 0.34 0.19 PER SEC. HV= V2 /2G= 0.001 A= 1.77 V =Q /A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 14.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.004080 ]2= 0.000009 [d 8/3(K')] [ 1.366925 ] Hf =L(Sf) Hf= HGL AT U.S.END= 1.2HV= 10YR WS IN CB= DESIGN FOR CATCH BASIN NO. 4 PROP. WIDTH OF OPENING (W)(FT) 4.00 H /h= 0.36 CURB HEIGHT (IN) 6.00 Q/L= 2.50 (PONDED TO TC) DEPTH OF DEPRESSION (IN) 4.00 DEPTH OF FLOW AT OPENING (H)(FT) 0.30 Q= 0.34 0.14 FOOT WIDE OPENING (MIN) HEIGHT OF OPENING (h)(IN) 10.00 (Q/L) 2.50 USE W(MIN) ='4.00 Q10 TO OPENING (CFS) 0.34 OK TC AT OPENING 513.70 VS HGL 509.90 OK HGL10 509.900 0.001 0.001 509.901 0.0001 509.901 0.001 509.902 CATCH BASIN #4 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 14.00 MANNING "S INDEX(n) 0.012 JOB #: 01152 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.009480 12= 0.000048 [d 8/3(K')] PROJECT: TR 30378 Hf =L(SD Hfh 0.0007 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL100 STORM DRAIN LINE: D- "100 YEAR" DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 0.79 1 511.79 2.00 1.38 0.003 0.004 WS100 IN BASIN 511.790 0.003 VELOCITY IN 18 " PIPE Q= 0.79 0.45 PER SEC. HV= V2/2G= 0.003 0.004 A= 1.77 V =Q/A HGL AT U.S. END 511.797 STORM DRAIN LINE LENGTH OF PIPE(d) 14.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.009480 12= 0.000048 [d 8/3(K')] [ 1.366925 ] Hf =L(SD Hfh 0.0007 HGL AT U.S.END= 511.798 1.2HV= 0.004 100YR WS IN CB= 511.802 DESIGN FOR CATCH BASIN NO. 4 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 0.79 513.70 VS HGL (PONDED TO TC) Q= 0.79 0.32 FOOT WIDE OPENING (MIN) (Q /L) 511.80 OK 2.50 USE W(MIN)= 4.00 OK CATCH BASIN #5 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "E "- 10 year DIA.(IN) Q10(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 18 0.26 1 511.70 2.00 1.38 0.000 0.000 WS1001N BASIN VELOCITY IN 18 " PIPE Q= 0.26 0.15 PER SEC. HV= V2/2G= 0.000 A= 1.77 V =Q/A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 12.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.003120 ]2= 0.000005 [d 8/3(K')] [ 1.366925 ] Hf =L(Sf) Hf= HGL AT U.S.END= 1.2HV= 10YR WS IN CB= DESIGN FOR CATCH BASIN NO. 5 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q10 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q /L= 2.50 4.00 0.30 10.00 0.26 515.23 VS HGL (PONDED TO TC) Q= 0.26 0.10 FOOT WIDE OPENING (MIN) (Q/L) 511.70 OK 2.50 USE W(MIN)= 4.00 OK HGL10 511.700 0.000 0.000 511.701 0.0001 511.701 0.000 511.701 CATCH BASIN #5 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 12.00 MANNING "S INDEX(n) 0.012 JOB #: 01152 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.007320 ]2= 0.000029 [d 8/3(K')] PROJECT: TR 30378 Hf =L(SO Hfh 0.0003 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL100 STORM DRAIN LINE: "E "- 100 year DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 18 1 0.61 1 513.40 2.00 1.38 0.002 0.002 WS100 IN BASIN 513.400 0.002 VELOCITY IN 18 " PIPE Q= 0.61 0.35 PER SEC. HV= V2/2G= 0.002 0.002 A= 1.77 V =Q/A HGL AT U.S. END 513.404 STORM DRAIN LINE LENGTH OF PIPE(d) 12.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.007320 ]2= 0.000029 [d 8/3(K')] [ 1.366925 ] Hf =L(SO Hfh 0.0003 HGL AT U.S.END= 513.405 1.2HV= 0.002 100YR WS IN CB= 513.407 DESIGN FOR CATCH BASIN NO. 5 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 0.61 515.23 VS HGL (PONDED TO TC) Q= 0.61 0.24 FOOT WIDE OPENING (MIN) (Q/L) 513.41 OK 2.50 USE W(MIN)= 4.00 OK CATCH BASIN #6 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 JOB #: 01152 PROJECT: TR 30378 BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. STORM DRAIN LINE: "F "- 10 year DIA.(IN) Q1O(CFS) WS10 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1 HV= 1.2HV= 18 1 0.26 1 511.77 2.00 1.38 0.000 0.000 WS100 IN BASIN VELOCITY IN 18 " PIPE Q= 0.26 0.15 PER SEC. HV= V2/2G= 0.000 A= 1.77 V =Q/A HGL AT U.S. END STORM DRAIN LINE LENGTH OF PIPE(d) 17.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.003120 ]2= 0.000005 [d 8 /3(K')] [ 1.366925 ] Hf =L(So Hf= HGL AT U.S.END= 1.2HV= 10YR WS IN CB= DESIGN FOR CATCH BASIN NO. 6 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q10 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q /L= 2.50 4.00 0.30 10.00 0.26 515.37 VS HGL (PONDED TO TC) Q= 0.26 0.10 FOOT WIDE OPENING (MIN) (Q/L) 511.77 OK 2.50 USE W(MIN)= 4.00 OK HGL10 511.770 0.000 0.000 511.771 0.0001 511.771 0.000 511.771 CATCH BASIN #6 - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 5 -15 -07 17.00 MANNING "S INDEX(n) 0.012 JOB #: 01152 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =.0.463 Sf =[ 0.007320 ]2= 0.000029 PROJECT: TR 30378 [d 8/3(K')] ( 1.366925 ] Hf =L(Sf) BY: jsd PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. HGL100 STORM DRAIN LINE: "F" -100 year DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 513.547 1.1 HV= 1.2HV= 18 0.61 513.54 2.00 1.38 0.002 0.002 WS100 IN BASIN 513.540 0.002 VELOCITY IN 18 " PIPE Q= 0.61 0.35 PER SEC. HV= V2 /2G= 0.002 0.002 A= 1.77 V =Q /A HGL AT U.S. END 513.544 STORM DRAIN LINE LENGTH OF PIPE(d) 17.00 MANNING "S INDEX(n) 0.012 TYPE OF PIPE HDPE Sf =[ Q n ] 2 K' =.0.463 Sf =[ 0.007320 ]2= 0.000029 [d 8/3(K')] ( 1.366925 ] Hf =L(Sf) Hf= 0.0005 HGL AT U.S.END= 513.545 1.2HV= 0.002 100YR WS IN CB= 513.547 DESIGN FOR CATCH BASIN NO. 6 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING 4.00 H /h= 0.36 6.00 Q/L= 2.50 4.00 0.30 10.00 0.61 515.37 VS HGL (PONDED TO TC) Q= 0.61 0.24 FOOT WIDE OPENING (MIN) (Q/L) 513.55 OK 2.50 USE W(MIN)= 4.00 OK MADISON STREET CARRYING CAPACITY Per Offsite Madison Street Storm Flows (TM 33085), the contributing tributaries include 18 acres upstream plus the adjacent Madison Street ROW = 1.76 acres Total Area = 18 acres + 1.76 acres = 19.76 acres Design Q -10 year: C, runoff coefficient = 0.735 (From Plate D -5.7) I, rainfall intensity = 1.79 in/hr (10yr — From Plate D -4.1) A, drainage area = 19.76 acres Q(10) = 0.735 * 1.79 in/hr * 19.76 acres = 26.00 CFS Since looking @ %2 Madison ROW, Q =13.00 CFS Design Q -100 year: C, runoff coefficient = 0.756 (From PIat D -5.7) I, rainfall intensity = 2.86 in/hr (100yr — From Plate D -4.1) A, drainage area = 19.76 acres Q(100) = 0.756 * 2.86 in/hr * 19.76 acres = 42.72 CFS Since looking @ % Madison ROW, Q = 21.36 CFS %2 Madison Street Section: 55' from ROW to centerline, 6" outer curb & gutter, 6" median curb. 34' face to face, Check Spread of Flow per FHWA HEC -22 "Urban Drainage Design Manual" T = [(Q *n)/ ( Ku )(SX)expl.67(Sl)exp0.5]exp0.375 Ku = 0.56 n'='.0.013 Q = flow rate (cfs) T = width of flow (ft) Sx = cross slope (ft/ft) S1= longitudinal slope (ft/ft) 10 -Year: T = [ (13.00cfs * .013) / (.56)(.02)expl.67(.005)exp.5 lexp.375 T = 19.96' Therefore, 10 -year flow extends from face of curb 19.96' into roadway. Flow height at outer curb is .32' 100 — Year: T = [ (21.36cfs * .013) / (. 56) (.02)expl.67(.005)exp.5Jexp.375 T = 24.05' Therefore, 100 -year flow extends from face of cub 24.05' into roadway. Flow height at outer curb is 0.48' M mom M M M M M M w w M M M M TIME OF CONCENTRATION: MADISON STREET CATCH BASIN # 1 INITIAL FLOW: STREET FLOW: Ti = k *(L ^3/h) ^.2 Ts = L/V where: k = 0.39 where: L, length of initial flow = 290 L, length of flow = 290 h, elevation difference over initial flow = 1.35 V, street velocity = 2.43 Ti = 11.03 minutes Ts = 119.39 secs 1.99 min. STREET CAPACITY: DESIGN Q1o: Q= 1.486 *A *R ^2 /3 *S ^1/2 Q = C *I *A n where: where: A, X- sectional area of street = 8.5 sf C, runoff coefficient = 0.9 (From Plate D -5.7) Wetted perimeter = 34.5 1, rainfall intensity = 1.79 in /hr (10yr - From Plate D -4.1) R = 0.2464 A, drainage area = 0.67 AC (Drainage Map) S, slope = 0.0050 ft/ft n, Mannings coefficient = 0.017 Q = 1.08 cfs Q = 20.65 cfs VELOCITY. in Street: V= Q/A where: Q, capacity, cfs = 20.65 A, area, sf = 8.5 V = 2.43 fps DESIGN Qloo: Q= where: C, runoff coefficient = I, rainfall intensity = A, drainage area = Q= C *I *A 0.9 (From Plate D -5.7) 2.77 in /hr (100yr - From Plate D -4.1) 0.67 AC (Drainage Map) 1.67 cfs 1=1 r IM 1=1 M� MIMI M M M w M MIMI M MIMI M TIME OF CONCENTRATION: MADISON STREET CATCH BASIN # 2 INITIAL FLOW: STREET FLOW: Ti = k *(L ^3/h) ^.2 Ts = L/V where: k = 0.39 where: L, length of initial flow = 1200 L, length of flow = 1051 h, elevation difference over initial flow = 4.2 V, street velocity = 2.43 Ti = 20.60 minutes Ts = 433.12 secs 7.22 min. STREET CAPACITY: DESIGN Qio: Q= 1.486 *A *R ^2 /3 *S ^1/2 Q = C *I *A n where: where: A, X- sectional area of street = 8.5 sf C, runoff coefficient = 0.9 (From Plate D -5.7) Wetted perimeter = 34.5 I, rainfall intensity = 1.79 in /hr (10yr - From Plate D -4.1) R = 0.246 A, drainage area = 2.29 AC (Drainage Map) S, slope = 0.0050 ft/ft n, Mannings coefficient = 0.017 Q = 3.69 cfs Q = 20.63 cfs VELOCITY. in Street V= Q/A where: Q, capacity, cfs = 20.63 A, area, sf = 8.5 V = 2.43 fps DESIGN Qloo: Q= where: C, runoff coefficient = I, rainfall intensity = A, drainage area = Q= C *I *A 0.9 (From Plate D -5.7) 2.77 in /hr (100yr -From Plate D -4.1) 2.29 AC (Drainage Map) 5.71 cfs man I=11 M s M IM Ill• M M M M M M M I' M' M M FLOWRATE TO CATCH BASIN #3 INITIAL FLOW: Ti = k *(L ^3/h) ".2 where: k = 0.39 L, length of initial flow = 310 h, elevation difference over initial flow = 1.55 Ti = 11.16 minutes STREET CAPACITY: Q= 1.486 *A *R ^2 /3 *S ^1/2 n where: A, X- sectional area of street = 9 sf Wetted perimeter = 30.5 R = 0.2951 S, slope = 0.0050 ft/ft n, Mannings coefficient =. 0.017 Q = 24.66 cfs VELOCITY. in Street: V= Q/A where: Q, capacity, cfs = 24.66 A, area, sf = 9 V = 2.74 fps STREET FLOW: Ts = W where: L, length of flow = 310 V, street velocity = 2.74 Ts = 113.16 secs 1.89 min. DESIGN Q1o: . Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 1.73 in /hr (10yr - From Plate D -4.1) A, drainage area = 0.22 AC (Drainage Map) Q = 0.34 cfs DESIGN Qloo: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 4 in /hr (100yr - From Plate D -4.1) A, drainage area = 0.22 AC (Drainage Map) Q = 0.79 cfs mII im � M M M M M I' M M M M M M M M M i Flowrate to Catch Basin #4 INITIAL FLOW: Ti = k *(L ^3/h) ^.2 where: k = 0.39 L, length of initial flow = 310 h, elevation difference over initial flow = 1.55 Ti = 11.16 minutes STREET CAPACITY: Q= 1.486 *A *R ^2 /3 *S ^1/2 n where: A, X- sectional area of street = 9 sf Wetted perimeter = 30.5 R = 0.2951 S, slope = 0.0050 ft/ft n, Mannings coefficient = 0.017 Q = 24.66 cfs VELOCITY, in Street: V= Q/A where: Q, capacity, cfs = 24.66 A, area, sf = 9 V = 2.74 fps STREET FLOW: Ts = L/V where: L, length of flow = 310 V, street velocity = 2.74 Ts = 113.16 secs 1.89 min. DESIGN Quo: . Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 1.73 in /hr (10yr - From Plate D -4.1) A, drainage area = 0.22 AC (Drainage Map) Q = 0.34 cfs DESIGN Qloo: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I; rainfall intensity = 4 in /hr (100yr - From Plate D -4.1) A, drainage area = 0.22 AC (Drainage Map) Q = 0.79 cfs FLOWRATE CALCS. TO CATCH BASIN #6 INITIAL FLOW: Ti = k *(L ^3/h) ^.2 where: k = 0.39 L, length of initial flow = 250 h, elevation difference over initial flow = 0.77 Ti = 11.29 minutes STREET CAPACITY: Q= 1.486 *A *R ^2 /3 *S ^1/2 n where: A, X- sectional area of street = 7.7 sf Wetted perimeter = 30.5 R = 0.2525 S, slope = 0.0050 ft/ft n, Mannings coefficient = 0.017 Q = 19.01 cfs VELOCITY. in Street: V= Q/A where: Q, capacity, cfs = 19.01 A, area, sf = 7.7 V = 2.47 fps STREET FLOW: Ts = L/V where: L, length of flow = 250 V, street velocity = 2.47 Ts = 101.26 secs 1.69 min. DESIGN Q1o: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 1.73 in /hr (10yr - From Plate D -4.1) A, drainage area = 0.17 AC (Drainage Map) Q = 0.26 cfs DESIGN Qioo: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 4 in /hr (100yr - From Plate D -4.1) A, drainage area = 0.17 AC (Drainage Map) Q = 0.61 cfs M M M M m m M r M ! M M M M I• M M M FLOWRATE CALCS. TO CATCH BASIN #6 INITIAL FLOW: Ti = k *(L ^3/h) ^.2 where: k = 0.39 L, length of initial flow = 250 h, elevation difference over initial flow = 0.77 Ti = 11.29 minutes STREET CAPACITY: Q= 1.486 *A *R ^2 /3 *S ^1/2 n L/V where: A, X- sectional area of street = 7.7 sf Wetted perimeter = 30.5 R = 0.2525 S, slope = 0.0050 ft/ft n, Mannings coefficient = 0.017 Q = 19.01 cfs VELOCITY, in Street: V= Q/A where: Q, capacity, cfs = 19.01 A, area, sf = 7.7 V = 2.47 fps STREET FLOW: Ts = L/V where: L, length of flow = 250 V, street velocity = 2.47 Ts = 101.26 secs 1.69 min. DESIGN Q1o: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 1.73 in /hr (10yr - From Plate D -4.1) A, drainage area = 0.17 AC (Drainage Map) Q = 0.26 cfs DESIGN Q1oo: Q = C *I *A where: C, runoff coefficient = 0.9 (From Plate D -5.7) I, rainfall intensity = 4 in /hr (100yr - From Plate D -4.1) A, drainage area = 0.17 AC (Drainage Map) Q = 0.61 cfs Ig �i 1� N� Mr 1� 1I � T. 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D • \aye - - --- - ------ - - - - -- -- - --- -- - -- --- >�•. ---- -- -- - - - - -- -- --- -- -- --- I - slta ^_ _ I I _0000_: ^ _ •; ri � _ __________ Ij >o.O I_______________ - __- _ - TomiorbenLs: TO Torriorheats part. Rock- outcroo oar. Tulumaa: - - --- --- --- -- - -- ---- -- ---- > "0 _ --------- > "-0 >60 >00 ;�- 20 1Upp =ble 1 -10 »0 ---------- >60-1 --------- =This mappin Unit Is mad °_'1D of two or more a0minani kinds Or SOIL: See ^_•Ia ?Din$ unit' QesC= 1ptlQn OL she composition �r beha,,ior of the wvnole =avoire uri . t7arc =!L; and the monLn s Of , -% ?ate Lh1L :lie `:'iaL" Labia- corr_monly is hi'Th. Only satur-ted cones abovA_ a ciep-Lh of v or 6 feet are indicated. Tnfor*n -tibri about -lie seasonal hi ?n - a E'. taCle i'ieius in assessiP_c -he -1e°_ -'i -or soerlall'i 0°_`- l?-ned n aPE - Qi' 0undadions, LIhe need -or spec-ific -iQ sjst'e'_1s, and- it =EP ror - OOC_IIr !lr,a:ns io insure 4ri ba$c i °_'DS. .�11'Cii iP_ -0? ''2don is also P_eeded to deride �hE=i?a'_ O_ nOL C0='_S�j:UC-:On 7T_ OLSE�lonts is and to rieuer --_inn it0.:: zpaptc 'a_'-�_ Or.SOr'J�:on. EicZ a d OC�1_r ar7i c a�l '':ill� a i_" _ - - a'_ v lilt - -ru and on other obse_-`nations d.uri -L 'the naoD1Il". of a soils_ The idnd o 5e ^roc4r and its ha?"dness.as re!at� to ease of :::ca-:atioa is also shos--a. jiPPaoi? ac�cl can oe e::cs az_d .,virh a sincrle --�ooth ripnin, mEnt on a X00- ^orSED0WEr tractor: but Kara bedroc gen°-'_'all"y- requires blasting-. Formation, !iJorphology. and Classification oT the Soils Ti?is section concainS 'aezCriI)LI S 0" ih ") _ e. c'OaC 1cl J ' SO11 Oi�ac1G l aS ch' )Cr'!_'' !n '.U__ 7_ jl f) O' - ti'� =:3ii: rr - •i,.c= �)- �� Nt-7� ari- L` )L r_� 1_cl_ :i-_ =0i1= 'fir C '�� Cl; It MADISON STREET CARRYING CAPACITY Per Offsite Madison Street Storm Flows (TM 33085), the contributing tributaries include 18 acres upstream plus the adjacent Madison Street ROW = 1.76 acres Total Area = 18 acres + 1.76 acres = 19.76 acres Design Q -10 year: C, runoff coefficient = 0.735 (From Plate D -5.7) I, rainfall intensity = 1.79 in/hr (l0yr — From Plate D -4.1) A, drainage area =19.76 acres Q(10) = 0.735 * 1.79 in/hr * 19.76 acres = 26.00 CFS' Since looking @' /z Madison ROW, Q =13.00 CFS Design Q -100 year: C, runoff coefficient = 0.756 (From Plat D -5.7) I, rainfall intensity = 2.86 in/hr (100yr — From Plate D -4.1) A, drainage area = 19.76 acres Q(100) = 0.756 * 2.86 in/hr * 19.76 acres = 42.72 CFS Since looking @' /z Madison ROW, Q = 21.36 CFS 1/2 Madison Street Section: 55' from ROW to centerline, 6" outer curb & gutter, 6" median curb. 34' face to face, Check Spread of Flow per FHWA HEC -22 "Urban Drainage Design Manual" T = [(Q *n)/ ( Ku )(SX)exp1.67(Sl)exp0.5]exp0.375 Ku = 0.56 n = 0.013 Q = flow rate (cfs) T = width of flow (ft) Sx = cross slope ( ft/ft) Sl = longitudinal slope (ft/ft) 10 - Year: T = [ (13.00cfs * .013) / (.56)(.02)exp1.67(.005)exp.5 lexp.375 r T = 19.96' Therefore, 10 -year flow extends from face of curb 19.96' into roadway. Flow height at outer curb is .32' 100 — Year: T = [ (21.36cfs * .013) / (. 56) (.02)exp1.67(.005)exp.51exp.375 T = 24.05' Therefore, 100 -year flow extends from face of cub 24.05' into roadway. Flow height at outer curb is 0.48' TM 30399 OLD ORCHARD PARK ' NUISANCE WATER EVALUATION Based upon the 2005 CVE Hydology and Retention Basin report... the nuisance water accumulation formula remains the same. For the subdivision tract and street of Beth circle, Madison Street and orchard Park Street the calculated projection of nuisance water flow is 6.1 CF / HR. The tested Deepwell percolation two chamber facility is capable of percolating 12.57 times 2.00 inches which equals 25.73 inches of nuisance water per hour. A minimum system installation of 20 feet depth is more than fail safe in complying to City of La Quinta retention basin standards for the accumulation of nuisance water. Old Orchard - 8 Lots Subdivision CVE Job # 01 152 Tract 30378 John W. Cavin REC 16802 Page 8 of 8 5. Landscape Nuisance Water = 3.41 o--ph/2000 sf = 3.41 (26,74=1)/2000 = 45.6 kph = 45.6 (.1337) = 6.1 c9hr Lots 5 thru 8 = 0.7 c//hr Total Nuisance Water = 6.8 cf/hr 6. Sand Filter Capacity = 18.4 cf /hr >6.8 7. Leach Chamber Capacity = 2.8 sf /LF (0.25/12 ft/hr) = 0.058 c f/hr /LF Required Length = (6.8 cf/hr)/ 0.058 = 117 LF Chambers are 7' Long. Number of chambers = 117/7 = 16.7 Chambers Use two rows of 9 chambers each -18 total. S. Pipe size from CB #1 to Sand filtration: Q = 6.1 c//hr /3600 sec/hr = 0.0017 cfs Capacity of 6" CPP @ S = .0004 = 0.15 cfs, >0.0017, 4" CPP has capacity but is to easily blocked by trash. SAND FILTER/LEACH FIELD DESIGN - SUMMARY Calculations #1 1. House Nuisance Water- Lots 5 thru 8: 4 (Front 40 %) (.458 cf/house) = 0.73 cf/hr 2. Street landscape Nuisance Water (26.744 sf) 3.41 Qpli/2000 sf (0.1337 gal1cf) = 6.1 cf /hr Total: 6.8 cf /hr 3. Sand Filter Required = 6.8/18.4 = 0.37 4. Leach Chambers Percolation rate 0.25in/hr = 0.0208 ft/hr Chamber Capacity = (2.8 af/LF) 0.0208 = 0.058 cf/hr /LF Required Chamber Length = (6.8 c//hr) /0.058 = 117.LF Use Two Rows of 9 Chambers each Total Length = 18 (7') = 126.LF Sand Filter Sizin; Calculations House and Street Landscape Nuisance Water 6.8 cf/hr Calculation #1 Use One Sand Filter - Capacity 18.4 cf /hr Calculation #2 Use 126 LF of Leach Chambers - (2) rows, (9) - 7 LF Chambers Each. Capacity 126 (.058 cf /hr /LF) = 7.3 cf /hr Old Orchard - 8 Lots Subdivision CVE Job # 01152 Tract 3037S John W. Cavin REC 16802 Pane 7 of 8 CB #3 (East side Old Orchard Drive Tributary Area -46 & 7 A =1.72 Ac, Tc = 25 min, I = 2.66 iiv'hr, C = .9 Q100 =AC1 =4.12 cfs+ 1.17 =5.29 cfs Use 18' CPP pipe CBfr3 to Sand Filter CB #1 (Westside of Madison Street) Tributary Area 8, 9, 11, 10 = 2.68 Ac Ti - 10 min, Tt = 1520 LF @ 2 fps = 12.7 min, Tc - 23 min I = 2.66 in/hr,,C= .9, n= .010, 0 = ACl = 2.68 (.9 (2.66) = 6.41 cfs d = 21" HDPE CPP Sf= 0.00092, So = 0.0656, V = 2.65 fps Hf = Sf(L) = 0.04 Hv = V2/29 = 0.11 1.2Hv + Hf + Hv = 2.2(.11) + .04 = 0.28 WS 100 = 512.80 - 0.5 (freebd) - 0.28 = 512.02 in Retention Basin Use 24" RCP CB #1 to Outlet/Junction Riser Connector Pipes: Pipes from CB #1 & CB #3 flow into Basin 99 Peak inflow = 1.73cfs @ hr 14 of 24 Stone [TA = 5.0 Ac (not 7.080)] (Area 5= 13)= 3.94 cfs @2.5of3 hr = 3.54 cfs @5.5of6hr Qp = 3.94 (5.0 Ac /7.08 Ac) = 2.78 cfs (Area 5 thni 12) Q = 3.94, n = .009 (PE pipe) S = .0064 x 25' = 0. 16, V = 5 fps, Hv = .39 Q = 2.78 cfs, n =.009, S = .029, V = 3.5 fps, Hv - 0.19', Hf = 0.16 Use 12" Center line HDPE PCC Connector Pipes Sand Filter Leach Field Design 1. Lots 1 thru 4 retain onsite and do not contribute nuisance water offsite. 2. The back 60% of lots 5 thru 8 also retain onsite and do not contribute nuisance water offsite. 3. The front 40% of Lots 5 thm 8 contribute nuisance water to Old Orchard Drive and to the Sand Filter System Nuisance Water = 0.4 (.458 cf /hs) (4 hrs) = 0.73 cf/hr. 4. Street Landscaping Nuisance Water from Madison and Vista Bonita will contribute nuisance water to the Sand Filter. Beth Drive Landscaping drains directly into the Retention Basin and does not contribute to the Sand Filter. Vista Bonita Landscape (existing) = 592'x 19' = 11,248 sf Madison (Future) = 596' x 26' = 15;496 sf 1 Reciprocal Easement and Maintenance Agreement This Agreement is made on 7 k1k D6 by Core Homes, LLC, a California limited liability company whose address is 470 South Market Street, San Jose, ' California 95113 ( "Core "), and La Quinta Polo Orchard Partners LLC, a California limited liability company whose address is 810 North Farrell Drive, Palm Springs, ' California 92262 ( "LQPOP "), each of whom is a party ('Party") to this Agreement. Some times herein after Core and LQPOP and their respective heirs, successors and assign may collectively be referenced as the "Parties ". RECITALS A. Core is the owner of certain real property ("Core Parcel ") located in the city of La Quinta, County of Riverside, State of California, designated as La Quints Tentative Tract Map 33085 and more particularly described on Exhibit "A" attached hereto and ' incorporated herein by reference. B. LQPOP is the owner of certain real property ( "LQPOP Parcel ") located in the city of La Quinta, County of Riverside, State of California, designated as La Quinta Tentative Tract Map 30378 and more particularly described on Exhibit `B" attached hereto and incorporated herein by reference. C. Core Parcel has been subdivided into a planned unit develop of seven home lots and two (2) common area lots including common area Lot (`B ") as more particularly set forth in La Quinta Tentative Tract Map No. 33085 a copy of which is attached hereto as Exhibit "C" attached hereto and incorporated herein by reference. D. LQPOP Parcel has been subdivided into a planned unit develop of eight 8 home lots and 7 common area lots including common area Lot ( "D ") as more particularly set forth in La Quinta Tentative Tract Map No. 3 03 78 a copy of which is attached hereto as Exhibit "D" attached hereto and incorporated herein by reference. E. Common area Lot(s) (`B ") and ( "D ") referenced in paragraph(s) "C" and "D" herein above, constitute the common area lots for ingress and egress from the home lots on La Quinta Tentative Tract Map(s) 33085 and 30378 to Madison Street, a public street and right of way in the City of La Quinta. Hereinafter - common area Lot(s) ( "E ") and ( "D ") may be collectively referenced as the "Joint Access Lots ". ' F. The legal description of the Joint Access Lots is: Lot D of La Quinta Tract Map Number 33085 recorded on Lot E of La Quinta Tract Map Number 30378 recorded on ' G. LQPOP has previously caused street and related utility improvements to be placed upon and along the Joint Access Lots and shall install and bear the cost to install 1J landscape, entry feature (if necessary) and entry gate pursuant to plans approved by the City of La Quinta. L.Q.P.O.P. shall pay all costs, charges and expenses incurred in the installation of landscape irrigation, lighting and controls for same. H. By entering into this Agreement, the Parties and their heirs, successors and assigns, including any future owners of the home lots and or home owners' association owners of the common area lots, including the Joint Access Lots for Core Parcel and LQPOP Parcel desire to establish a common, general plan for the joint protection, development, maintenance, and improvement of the Joint Access Lots. To this end, the Core Parcel and the LQPOP Parcel, including all home lots and common area lots thereon, shall be subject to certain protective provisions, covenants, conditions, and restrictions described in this Agreement, for the mutual benefit of the Parties and of the Core Parcel and the LQPOP Parcel. Further, each Party shall grant to the others certain reciprocal easements in, to, over, under, and across the Joint Access Lots. In consideration of the mutual covenants and agreements contained in this Agreement, the Parties agree as follows: ARTICLE 1. TRANSFER LIMITATIONS, RIGHTS, AND OBLIGATIONS 1.01. No Party may transfer or assign any right, power, or obligation created under this Agreement without also transferring its own Parcel or its interest in that Parcel. Further, the transfer or assignment must comply with this Agreement. Any instrument of transfer or assignment shall state that the transfer or assignment is subject to this Agreement and shall refer to and incorporate by reference this Agreement. Any such reference shall recite the recording information for this Agreement, or for any memorandum of this Agreement, including the date and location of recordation and the instrument number. 1.02. Notwithstanding any other provisions of this Article 1, each Parry is and shall remain personally liable to construct all improvements required of it under Article 3. A transfer of any right, title, or interest in a Party's Parcel (whether or not the transfer results in the Party remaining a Party pursuant to the provisions of this Article 1) shall not relieve the Party of its personal liability under this Paragraph. 1.03. This Paragraph applies if a Party (1) conveys any leasehold interest in its Parcel, or (2) assigns, transfers, or conveys its whole interest in its Parcel without retaining any beneficial interest (other than under the terms of a deed of trust or mortgage), or without simultaneously acquiring a new interest by way of leasehold, life estate, or other possessory interest. In either case, the powers, rights, and interest conferred on that Party by this Agreement shall be assigned, transferred, or conveyed to the transferee, assignee, grantee, or lessee, and the obligations under this Agreement shall be assumed by the transferee, assignee, grantee, or lessee. 1.04. This Paragraph applies if a Parry (1) assigns, transfers, or conveys its whole interest in its Parcel but simultaneously acquires a new interest in the Parcel under a lease or similar possessory arrangement, or (2) conveys its interest in its Parcel or any part of it by deed of trust or other security instrument as security for indebtedness. In either case, none of the powers or obligations conferred on that Party pursuant to this Agreement shall be assigned, transferred, or conveyed with the interest assigned, transferred, or conveyed by the Parry. All of the powers, rights, interests, and obligations provided for under this Agreement shall remain in the transferring Party for so long as that Party, (1) under the first set of circumstances described above, retains the new leasehold or other possessory interest in and to the Parcel; or, (2) under the second set of circumstances described above, remains the beneficial owner of its Parcel. 1.05. (a) This Paragraph applies if at any time during the term of this Agreement a Party conveys or transfers its whole or any portion of its interest in its Parcel so as to vest ownership of the Parcel or any interest in the Parcel in more than one Person. In that case, those Persons, hereafter referred to as "Joint Owners of the Parcel," shall be considered a single Party under this Agreement and shall jointly appoint one of their number to act as Agent on behalf of all of them in carrying out the provisions of this Agreement. The appointment of an Agent pursuant to this Paragraph must be in a writing that is duly executed and acknowledged by each Joint Owner of the Parcel and is recorded in the Office of the Recorder of Riverside County, California. Further, a copy of this writing must be given to every other Party to this Agreement. If an appointed Agent dies, is removed, becomes incapacitated, or is dissolved, the remaining Joint Owners of the Parcel shall promptly appoint a new Agent. If they fail to do so, an Agent shall be appointed pursuant to Subparagraph (d) of this Paragraph. (b) The performance or exercise of rights under this Agreement by the Agent appointed to represent Joint Owners of the Parcel is binding on each Joint Owner of the Parcel and on each Person having an interest in a Joint Owner of the Parcel. So long as the appointment of an Agent remains in effect, each Joint Owner of the Parcel shall act only through its appointed Agent, and the other Parties to this Agreement shall have the right to deal exclusively with and to rely solely on the acts or omissions of the Agent in the performance of this Agreement. However, the appointment of an Agent pursuant to Subparagraph (a) of this Paragraph shall not relieve any Joint Owner of the Parcel from any of the obligations created under this Agreement. (c) In the event an Agent is required to be appointed under the provisions of Subparagraph (a) of this Paragraph but none is appointed, the acts of any Parry whose original exclusive interest in a Parcel is subsequently divided shall be binding on all Persons having an interest in the Parcel, whether or not the original Party retains any interest in the Parcel, until such time as written notice of the appointment of an Agent is given in the manner described in Subparagraph (a) of this Paragraph and is recorded in the Office of the Recorder of Riverside County, California. (d) If the Joint Owners of the Parcel do not appoint an Agent within thirty (3 )0) days after they become obligated to make such an appointment, the other Parties to this Agreement, or any one of them if they are unable to act jointly, may appoint an Agent in the manner required under Subparagraph (a) of this Paragraph. That Agent shall be a Party to this Agreement for so long as the appointment is in effect. The appointment shall be binding and remain in full force and effect until the Joint Owners of the affected Parcel appoint a new Agent pursuant to Subparagraph (a) of this Paragraph. (e) The Joint Owners of the Parcel may at any time revoke the previous appointment of an Agent and appoint a new one in the manner prescribed in Subparagraph (a) of this Paragraph. (f) An Agent appointed by the Joint Owners of the Parcel shall be the agent of each of its principals. Service of any process, writ, summons, order, or other mandate of any nature relating to any action, suit, or proceeding arising out of this Agreement, or any demand for arbitration relating to this Agreement, may be made on the Agent. Service on the Agent constitutes due and proper service of any matter on each of its principals, provided a copy of the matter is also mailed to each principal at its last address known to the sender. 1.06. (a) If a Party conveys, assigns, sells, or otherwise transfers its entire right, title, and interest in its Parcel, that Party shall be released from any obligations arising under this Agreement subsequent to the date of the transfer, provided the transferring Party has timely performed all of its obligation under this Agreement and delivers written notice of the transfer and a written assumption statement, in recordable form and executed by the transferee, to all other Parties to this Agreement. If the transferring Party is obligated to operate and maintain the Joint Access Lots, that Party shall not be released from its obligations under this Agreement until it also delivers a final summary statement of all costs and expenses for the Joint Access Lots as of the effective transfer date. The written notice of transfer, the assumption statement, and, if applicable, the final summary statement for the Joint Access Lots, shall be delivered prior to or at the time the instrument effecting the transfer is filed for recording with the County of Riverside, California. The written assumption statement referred to in this Subparagraph shall be executed by the transferee in recordable form, shall contain an express statement that the transferee expressly assumes and agrees to be bound by the covenants and restrictions contained in this Agreement, and shall be delivered to the transferring Party prior to or at the time the instrument effecting the transfer of title or interest is filed for recording. A transferee's failure to comply with these requirements relating to assumption statements constitutes a default under this Agreement by the transferee, but does not modify or negate that transferee's liability under this Agreement or affect the running of any covenants with the land provided for under this Agreement. (b) Any transferee shall not be liable for any default of its transferring Party occurring prior to the time the transferee acquires its right, title, or interest in a Parcel, with the following exception: the acquired right, title, or interest shall be subject to any prior recorded claim of lien. ARTICLE 2. EASEMENTS 2.01. Each Party, as grantor, grants to the other Parties, as grantees, the following nonexclusive easements over, across, in, under, and through the Joint Access Lots of the grantor's Parcel: (a) For ingress and egress over, across, in, and through the Joint Access Lots by vehicular and pedestrian traffic. (b) For the installation, maintenance, removal, and replacement of water mains, telephone lines, gas mains, sewers, electrical systems or conduits, water drainage systems or structures, and other public utilities and services (collectively referred to as "Utility System(s) "). Except when not feasible, all Utility Systems shall be located underground. The location of any Utility System that must be located above ground must be placed so as to not interfere with the use of the Joint Access Lots. (c) For the installation, maintenance, removal and replacement of landscaping, entry guard house and guard gate and related facilities. 2.02. For purposes of the easements granted in Paragraph 2.01 of this Agreement, the Parcels benefited by each easement constitute the dominant estate, and the Parcel burdened by each easement constitutes the servient estate. The grant of an easement to a Party for that Party's benefit shall also be a grant to and for the benefit of that Party's successors, heirs, assigns, Occupants, and Users. Each easement granted in Paragraph 2.01 of this Agreement is appurtenant to and for the benefit of each Parcel owned by each grantee of the easement. No easement may be transferred, assigned, or encumbered except as an appurtenance to the benefited Parcels. 2.03. Each easement granted under this Article shall continue in effect both as to any Parcel benefited and as to any Parcel burdened by the easement until the use of the easement for the benefit of a particular Parcel is abandoned for a period of at least two years. 2.04. Each Party agrees that during the construction of improvements on the Joint Access Lots as required under this Agreement, certain minor and temporary encroachments on the Core Parcel and the LQPOP Parcel may occur due to the use of equipment in connection with construction, and that these temporary encroachments shall be permitted on the Core Parcel and the LQPOP Parcel for only a limited time and only to the extent necessary for the construction involved. For the same purpose and the same limited time and extent, the Parties further agree that the Joint Access Lots may be used for ingress and egress by construction - related vehicles and personnel and for the temporary storage of construction materials and equipment. ARTICLE 3. BUILDING AND RELATED IMPROVEMENTS 3.01. The Parties agree that a primary purpose of this Agreement is to provide legal and convenient ingress and egress access over and across the Joint Access Lots by the Parties, their heirs successors and assigns, to their respective properties, and to insure the proper construction and maintenance of all improvements made and to be made to the Joint Access Lots including but not limited to those landscape, street, sewer, water, dry Utilities, entry guard house and entry guard gate as approved by the Parties and the City of La Quinta (the "Joint Access Lots Improvement "). To this end, any construction performed by a Party on the Joint Access Lots shall comply with all terms, covenants, and conditions of this Agreement, and shall be approved by sixty percent (60 %) of the residential lots in the Core Parcel, sixty percent (60 %) of the residential lots in the LQPOP Parcel and the City of La Quinta_ 3.02. All Joint Access Lots Improvement not already constructed on the date of recording of this Agreement shall be approved, in writing, by sixty percent. (60 %) of the residential lots in the Core Parcel, sixty percent (60 %) of the residential lots in the LQPOP Parcel, and shall be approved by the City of La Quinta. 3.03. All Joint Access Lots Improvement shall be installed and constructed at the sole expense of LQPOP and its heirs, successors and assigns without contribution and/or reimbursement from Core and its heirs, successors and assign. The installation and construction of the Joint Access Lots Improvement shall be completed within the time periods as required by the conditions of approval for La Quinta Tentative Tract Map 30378 and La Quinta Tentative Tract Map 33085 (the "Conditions of Approval') and/or any other requirements of the City of La Quinta. 3.04 LQPOP and its heirs, successors and assigns shall at all times keep the Joint Access Lots free and clear of liens and claims of liens for labor, services, materials, supplies, or equipment performed on or furnished to the Joint Access Lots in connection with the construction of the Joint :Access Lots Improvement performed by LQPOP and its heirs, successors and assigns. LQPOP and its heirs, successors and assigns agree to defend, indemnify, and hold the other Parties harmless from any liability, damage, loss, and other costs and expenses relating to claims of lien arising out of any labor, services, materials, supplies, or equipment furnished to the Joint Access Lots in connection with the construction performed by LQPOP and its heirs, successors and assigns on the Joint Access Lots. 3.05 When construction of improvements for the Joint Access Lots Improvement is substantially complete, LQPOP shall notify each of the Parties in writing. Within twenty (20) days after the date of LQPOP's written notice, the Parties shall inspect the improvements and shall prepare a "punchlist" of all items the Parties consider either defective or not completed. Within thirty (3 0) days after the Parties deliver the punchlist to LQPOP, LQPOP shall cause the corrective work to be performed. On perfoninance of the corrective work, the Parties shall accept as complete the construction of improvements for the Joint Access Lots Improvement. This acceptance shall be in ' writing. If the Parties, or any of them, fail to deliver a punchlist to LQPOP within the time period required by this paragraph, that Party shall be deemed to have inspected the ' Joint Access Lot Improvement and accepted the improvements as complete. 3.06. LQPOP and its heirs, successors and assigns agree that it shall perform construction activities in a manner that will not interrupt or interfere with any other Party's construction activities or use of the Joint Access Lots pursuant to the provisions of this Agreement. 3.07. From the time LQPOP and its heirs, successors and assigns commence construction of the Joint Access Lots Improvement and continuing until completion of the construction, each LQPOP and its heirs, successors and assigns shall procure and maintain, at its sole cost and expense, public liability insurance and fire and extended coverage insurance applicable to the construction work to be performed by it under this Agreement. This coverage shall meet all requirements for insurance set forth in Section 4.3 of this Agreement. Each Party-shall also procure and maintain workers' compensation insurance in the minimum amounts established by law. 3.08. LQPOP and its heirs, successors and assigns agree to defend, indemnify, and hold each other Parry harmless from any liability, damage, injury, or other costs and expenses arising from or alleged to have arisen from any act or ommission of the LQPOP and its heirs, successors and assigns in connection with the construction work to be performed by it on the Joint Access Lots. 3.09 Each Parry shall have the right to construct or cause to be constructed,. at their own cost, a project identity sign (the "Identity Sign ") on that portion of the Joint Access Lots to which the Parry owns fee title. Notwithstanding the foregoing, the Identity Sign may not be constructed in a location or with a design that interferes with Joint Access Improvements of the use of the Joint Access Lots for ingress and/or egress, and the location and design of the Identity Sign must be approved by the other Party hereto (which approval will not be unreasonably withheld), and by the City of La Quinta. 3.10 The rights and obligations set forth in this Article 3 may be assumed by a Homeowners Association on behalf of either or both the Core Parcels and the LQPOP Parcels. Notwithstanding such assumption, Core and its heirs, successors and assigns and Bland and its heirs, successors and assigns shall remain subject to the provisions of this Article 3 to the extent the respective Homeowners Association fails to fulfill the required obligations. ARTICLE 4. OPERATION ANT]) MAINTENANCE OF JOINT ACCESS LOTS 4.01. LQPOP and its heirs, successors and assigns shall manage, maintain, and operate Joint Access Lots for the benefit of the Parties and their heirs, successors and assigns, and will keep the Joint Access Lots in good condition and repair and clean and free of rubbish and other hazards to the Parties. LQPOP and its heirs, successors and assigns' obligation ' to maintain and operate the Joint Access Lots includes the following: (a) Maintenance of the surfaces of all paved portions of the Joint Access Lots, including ' sidewalks and curbs, so that the surfaces are level, smooth, and evenly covered with the type of surfacing material originally installed or a substitute material that is equal in quality, appearance, and durability. (b) Removal of all papers, debris, filth, and refuse from the Joint Access Lots, and washing or thorough sweeping of paved areas, as required to maintain the Joint Access Lots in a first -class and clean condition. ' (c) Maintenance and cleaning of all landscaped areas in the Joint Access Lots, including: the regular pruning, weeding, fertilizing, -and watering of trees and shrubbery; repair and replacement of the irrigation system; and maintenance and replacement of seasonal bedding plants in designated "color spot" areas of the landscaped areas to maintain blooms in these areas throughout the year. ' (d) Payment of all electrical, water, *and other utility charges or fees for services furnished to the Joint Access Lots and related appurtenances. (h) Maintenance, cleaning, and repairing of all common utility lines, storm drains, sewers, and other Utility Systems located in the Joint Access Lots. ' (i) Maintenance, cleaning, and -repairing of the entry Iandscape feature and/or security gate. 4.02. LQPOP and its heirs, successors and assigns may contract with a third party to perform some or all of its obligations listed in Paragraph 4.01 of this Agreement, provided the contract is in writing and approved by the other Party, which approval shall not be unreasonably withheld. ' 4.03. LQPOP and its heirs, successors and assigns shall maintain public liability insurance for the Joint Access Lots insuring against the risks of bodily injury, property damage, and personal injury liability occurring or arising during the policy period. The insurance required under this Paragraph shall have a minimum combined single limit of liability of at least $2,000,000.00 and a general aggregate limit of at least $5,000,000.00. The premiums for the public liability policy or policies are a Joint Access Lots Operational Cost (as defined in Paragraph 4.05(b) of this Agreement). Each Party shall be listed as an additional insured on. the policy or policies. Each public liability policy or policies shall contain a provision prohibiting cancellation of the policy or policies except on thirty (30) days' prior written notice to each Person listed as an additional insured. LQPOP shall furnish each Party with a copy of any policy or policies of public liability insurance described in this Paragraph or a certificate of insurance from the insurer. As required by law, LQPOP shall maintain workers' compensation insurance covering all employees hired or used by LQPOP to fulfill its obligations for maintenance and operation of the Joint Access Lots. Ir i 4.04 During the period the period December 1 through December 10 of each year LQPOP and its heirs, successors and assigns shall prepare and present to the other Party(s) a proposed budget (the "Proposed Budget ") for the Joint Access Lots Operational Cost for the following Year. The other Party shall have ten (10) days in which to either object or agree to the Proposed Budget for Joint Access Lots Operational Cost (the approval vote of sixty (60 %) of the residential lots of the Core Parcel shall constitute approval). Failure to timely object to the Proposed Budget shall be deemed approval thereof. If the other Party objects to the Proposed Budget, the Parties shall meet and confer regarding the Proposed Budget. Should the Parties fail to agree on the Proposed, the matter shall be resolved by arbitration as provided in Section 5.06. A Proposed Budget that has been approved, either by agreement of the Parties, or by arbitration, shall be deemed the "Approved Budget ". 4.05. (a) LQPOP and its heirs, successors and assigns shall pay, prior to delinquency, all costs, charges, and expenses incurred in managing, operating, and maintaining the Joint Access Lots as required under this Agreement and the Approved Budget. The Parties shall reimburse LQPOP, as herein after provided, an amount equal to that Party's pro rata share of the total costs, charges, and expenses incurred by LQPOP to operate and maintain the Joint Access Lots, Core Parcel pro rata share of Joint Access Lots Operational Costs shall be calculated on the basis of the Core Parcel being responsible for an amount equal to the total of the Joint Access Lots Operational Cost multiplied by a fraction, the numerator of which shall equal the number of home lots in the Core Parcel and the denominator of which equals the sum of the number of home lots in both the Core Parcel and the LQPOP Parcel. LQPOP Parcel shall be responsible for the balance of the Joint Access Lots Operational Cost. (b) For these purposes, "Joint Access Lots Operational Costs" means the total of all items of direct cost and expense necessarily and reasonably expended by LQPOP for the supervision, operation, maintenance, and repair of the Joint Access Lots required under this Agreement, excluding any real property taxes or assessments which shall be paid by the individual owner of the Joint Access Lots. The term includes costs and expenses for the following: maintenance, replacement, and reconstruction work as required to preserve the condition and status of the Joint Access Lots and its equipment; all rental charges for equipment; the cost of small tools and supplies; all costs for police security protection, traffic direction and control, and parking regulations; costs of cleaning and removal of rubbish, dirt, and debris from the Joint Access Lots; the cost of landscaping, and supplies required for landscaping; all charges for utility services used in connection with the Joint Access Lots; and all premiums for public liability insurance covering the Joint Access Lots. Any repair or replacement of the Joint Access Lots estimated to cost in excess of $10,000.00 shall be considered an extraordinary expense and shall not be made by LQPOP unless and until approved in writing by the other Parties to this Agreement (the approval vote of sixty (60 %) of the residential lots of the Core Parcel shall constitute approval). Extraordinary expenses approved by the Parties shall be considered a Joint Access Lots Operational Cost. Any cost incurred by LQPOP for the operation of its own office, accounting service, or any other service or cost not directly related to operation and maintenance of the Joint Access Lots shall not be considered a Joint Access Lots Operational Cost. 4.06. (a) At the end of each quarter of each Accounting Period, LQPOP shall submit a statement to each Party showing the amount due to LQPOP for that Party's pro rata share of Joint Access Lots Operational Costs. The quarterly statement shall summarize by category the amounts expended by LQPOP for the operation and maintenance of the Joint Access Lots during that quarter. Not later than 30 days after the date of the statement, each Parry shall pay to LQPOP the amount set forth on the Party's statement. For these purposes, "Accounting Period" means each calendar year occurring during the term of this Agreement, except that: the first Accounting Period shall begin on the date agreed upon by the Parties in writing, and shall end on December 31 of the same year; and if this Agreement terminates on any date other than December 31, the last Accounting Period shall end on the date this Agreement terminates. (b) Not later than 60 days after the end of each Accounting Period, LQPOP shall prepare and submit to each of the Parties an itemized statement of actual Joint Access Lots Operational Costs for that entire Accounting Period ( "the Annual Statement "). This statement shall also include actual totals for each quarter in that Accounting Period. LQPOP shall attach to the Annual Statement necessary documentation that will enable the Parties to verify the accuracy of the Statement. The Annual Statement shall set forth the amounts actually paid by each Party as its pro rata share of Joint Access Lots Operational Costs for that Accounting Period, and the amounts actually due. from each Party as its pro rata share of Joint Access Lots Operational Costs for that Accounting Period. If there is any difference between the two amounts for any Party, the following rules will apply: the amount of an underpayment by the Party shall be paid by that Party to LQPOP within 30 days after the date of the Annual Statement; an overpayment by the Party will be credited to the amount otherwise payable by that Party for the next quarterly statement, unless the overpayment is noted in the last Annual Statement prepared pursuant to this Agreement; and, in the case of an overpayment noted in the last Annual Statement prepared pursuant to this Agreement, the LQPOP shall promptly refund the overpayment to the Party. (c) LQPOP shall maintain complete and accurate books of account and supporting documentation for each and every amount expended for maintaining and operating the Joint Access Lots as required under this Agreement. For each Accounting Period, all books and records shall be kept by LQPOP for at least two years following the end of that Accounting Period. (d) Each Party, at that Party's sole cost and expense, shall have the right to inspect or audit the books and records of LQPOP regarding the Joint Access Lots Operational Costs. Any inspection or audit shall be performed only during reasonable business hours. Further, at least 48 hours before the time the Party wishes to perform the inspection or audit, the Party must provide LQPOP with notice of the election to perform the inspection or audit. 4.07. In carrying out its responsibilities under this Agreement for the maintenance, management, and operation of the Joint Access Lots, LQPOP shall keep the Parcels free and clear from any liens arising out of any work performed, materials furnished, or other obligations incurred by LQPOP. If any lien is imposed, LQPOP shall pay the lien within 30 days after its imposition unless LQPOP elects to contest the lien. LQPOP shall have the right to contest a lien imposed on any Parcel only if LQPOP first records a bond of a responsible corporate surety in an amount sufficient to release the lien from the affected Parcel or Parcels within 30 days after the date the lien is imposed. ' 4.08 The rights and obligations set forth in this Article 4 may be assumed b a � g Y Y ' Homeowners Association on behalf of either or both the Core Parcels and the LQPOP Parcels. Notwithstanding such assumption, Core and its heirs, successors and assigns and Bland and its heirs, successors and assigns shall remain subject to the provisions of this ' Article 4 to the extent the respective Homeowners Association fails to fulfill the required obligations. ' ARTICLE 5. MISCELLANEOUS 5.01. The covenants, restrictions, conditions, and provisions contained in this Agreement (whether affirmative or negative in nature) (1) are made for the direct, mutual, and ' reciprocal benefit of each Parcel; (2) shall constitute and be enforceable as mutual equitable servitudes on each Parcel in favor of every other Parcel; (3) shall constitute covenants running with the land; (4) shall bind every person having any fee, leasehold, or other interest in a Parcel, to the extent that the covenants, restrictions, conditions, or provisions apply to the Parcel; and (e) shall inure to the benefit of the Parties and their respective successors and assigns. 5.02. Nothing contained in this Agreement shall be deemed to be a gift or dedication of any portion of the Joint Access Lots to the general public, for the general public or for any public purpose whatsoever, it being the intention of the Parties that this Agreement shall be strictly limited to .and for the purposes expressed in the Agreement. 5.03. This Agreement shall not be construed or deemed to create a relationship of partnership or joint venture among the Parties or between any of them. ' 5.04. Whenever the approval or consent of any Party (hereafter referred to as an "approval ") is required under this Agreement, the approval shall not be unreasonably ' withheld except as otherwise provided in this Agreement. Unless this Agreement requires a particular approval to be made within a specific time period, the approval must be given within 30 days after the date of a written request for the approval. Except as otherwise provided in this Agreement, if a Party fails to indicate, within the foregoing 30 day period, whether or not it approves of a particular matter, the party will be deemed to have given its approval. If a Party disapproves a particular matter, the reasons for the ' disapproval must be stated in writing. 1 5.05. If any provision of this Agreement is held to be invalid by any court of competent jurisdiction, the remaining provisions shall remain in full force and effect. 5.06. Upon the written demand of either Party, any dispute between the Parties (the "Dispute ") shall be resolved through the procedures established in this Section 5.06. 5.06.1. Arbitration. The Dispute shall be resolved by neutral, binding arbitration. The arbitration procedures specified in this Section 5.06 (the "Procedures ") are to be interpreted and enforced as authorized by Title 9 of the California Code of Civil Procedure (Section 1280 et seq.). 5.06.2. AAA. The arbitration proceedings (the "Proceedings ") shall be conducted by and in accordance with the rules of the American Arbitration Association ( "AAA ") or any successor thereto. 5.06.3. Statutes of Limitation. Except for procedural issues, the Proceedings, the ultimate decisions of the arbitrator, and the arbitrator shall be subject to and bound by existing California case and statutory law including, but not limited, to applicable statutes of limitation. 5.06.4. Selection and Timing. The Proceedings shall be conducted by one (1) qualified arbitrator selected in accordance with the rules of AAA. Each Parry agrees to act reasonably to expedite such selection process. The term "qualified" shall mean a retired judge who has experience with the laws governing California real estate transactions or an attorney who has actively practiced law in California for at least fifteen (15) years and who has experience with the laws governing California real estate transactions. 5.06.5. Motions and Remedies. The arbitrator shall have the power to hear and dispose of motions, including motions relating to provisional remedies, demurrers, motions to dismiss, motions for judgment on the pleadings and summary judgment and/or adjudication motions, in the same manner as a trial court judge. In addition, the arbitrator shall have the power to summarily adjudicate issues of fact or law, including the availability of remedies, even if the issue adjudicated could dispose of an entire cause of action or defense. The arbitrator shall have the power to grant provisional remedies including preliminary injunctive relief. Prior to the selection of the arbitrator, any Party shall have the right to petition the Superior Court of Riverside County, California (the "Superior Court") for any necessary provisional remedies. However, after obtaining any provisional remedies (pending selection of the arbitrator) the entire matter shall be referred to AAA for all purposes and the Superior Court shall have no further jurisdiction to monitor or enforce the provisional remedies or to make further determinations or awards or to issue additional provisional remedies. AAA shall have the sole power to enforce, extend, modify or vacate any such provisional remedies. 5.06.6. Discovery. The Parties shall be entitled to limited discovery consisting of. (1) witness lists; (ii) expert witness designations; (iii) expert witness reports; (iv) exhibits; (v) reports of testing or inspections, including but not limited to, invasive testing; (vi) arbitration briefs; and (vii) the deposition, under oath, of any designated experts and two other depositions of their choosing without obtaining the consent of the arbitrator. All other discovery shall be permitted by the arbitrator at his discretion upon a showing of good cause or based on the agreement of the Parties. The arbitrator shall oversee discovery and may enforce all discovery orders in the same manner as any trial court '.' judge. 5.06.7. Full Disclosure. Each Party shall make, in good faith, a full disclosure of all issues and evidence to each other Party prior to the hearing. Any evidence or information that the arbitrator determines was unreasonably withheld shall be inadmissible by the Party who withheld it. The initiating Party shall be the first to ' disclose all of the following, in writing, to each other Party and to the arbitrator: (i) an outline of the issues and its position on each such issue; (ii) a list of all witnesses the ' Parry intends to call; and (iii) copies of all written reports and other documentary evidence, whether written or not or contributed to by its retained experts (collectively "Outline "). The initiating Party shall submit its Outline to each other Party and the arbitrator within thirty (3 0) days of the final selection of the arbitrator. Each responding Parry shall submit its written response as directed by the arbitrator. 5.06.8. Hearing. The hearing shall be held in Riverside County, California. The ' arbitrator shall promptly commence the hearing giving due consideration to the complexity of the issues, the number of Parties and necessary discovery and other relevan t matters. The arbitration shall be conducted as informally as possible. California ' Evidence Code Section 1152 et seq. shall apply for the purpose of excluding offers, compromises, and settlement proposals from evidence, unless there is agreement by all Parties as to admissibility. The arbitrator shall be the sole judge of the admissibility of ' and the probative value of all evidence offered and is authorized to provide all legally recognized remedies whether in law or equity, except as otherwise limited in this Section 5.06. Attorneys are not required and either Party may elect to be represented by someone t other than a licensed attorney. 5.06.9. Decision. The decision of the arbitrator shall be final and binding on the Parties ' and may be entered as a judgment in any court of the State of California that has jurisdiction and venue (except to the extent there exist grounds for vacation of an award ' under applicable arbitration statutes). The arbitrator shall (i) cause a complete record of all proceedings to be prepared similar to those kept in the Superior Court, (ii) try all issues of both fact and law, and (iii) issue a written statement of decision consistent with that described in California Code of Civil Procedure Section 643 which shall specify the facts and law relied upon in reaching the arbitrator's decision within twenty (20) days after the close of testimony. A stenographic record of the hearing shall be made which ' shall remain confidential except as may be necessary for post - hearing motions and appeals. The cost of the record shall be bome equally by the Parties, regardless of the ' outcome. Should any Party refuse or fail to pay its pro -rata share, the remaining Parties may pay such share, and the Party or Parties which pay such extra share shall be awarded such extra costs by the arbitrator in the arbitrator's decision. 5.06. 10. Fees and Costs. The initiating Party shall advance any fee required by AAA to initiate the Proceedings. If there is no prevailing party (as set forth in Section 23), the total cost of the Proceedings, including the advanced initiation fees and other fees of AAA and any related costs and fees incurred by AAA (such as experts and consultants retained by it) shall be borne equally by the Parties. Nothing herein shall be construed to modify or abrogate any duty to defend and/or indemnify a Party pursuant to the terms of a contract between any such Parties. 5.06.11. Judicial Reference. If a court of competent jurisdiction determines that the dispute resolution set forth in this Section 5.06 is void or unenforceable, the entire matter shall proceed as one of judicial reference pursuant to California Code of Civil Procedure Section 638 et seq. The referee shall have the same powers and be subject to the same limitations as set forth in this Section 5.06, unless precluded by law. The rules of procedure, the awarding of fees and costs, the selection of the referee and all other matters set forth in this Section 5.06, shall be the rules of procedure for the judicial reference proceeding, unless precluded by law. AAA shall hear, try and decide all issues of both fact and law and make any required findings of facts and,'if applicable, conclusions of law and report these along with the judgment to the supervising court within twenty (20) days after the close of testimony. A stenographic record of the hearing shall be made which shall remain confidential except as may be necessary for post - hearing motions and appeals. The cost of the record shall be borne equally by the Parties, regardless of the outcome. Should any Party refuse or fail to pay its share, the remaining Parties may pay such share, and the Party or Parties which pay such extra share shall be awarded such extra cost by the. referee in the referee's decision. The decision of the referee shall be binding on the Parties and shall be entered as a judgment in the court of the State of California where the complaint was filed. The decision of the referee shall be subject to appeal in the same manner as if the Dispute had been tried by the court. 5.06.12. Waiver of Jury Trial. By agreeing to the easement provided for herein, the Parties give up and waive any right to have any dispute tried before a jury. ' 5.06.13. Obligation to Cooperate. The Parties shall cooperate in good faith and diligently perform such acts as may be necessary to carry out the purposes of this Section 5.06. SIGNATURES ON FOLLOWING PAGE Executed at , California, on [date]. La Quinta Polo Orchard Partners, LLC By: Core Homes, LLC By: pop Appendix E 1 Imperial Irrigation District 1699 W. Main St. Suite A El Centro, CA 92243 t81 -600 Avenue 58 La Quinia CA 92253 Owner's Easement Statement ' The Owner's Easement Statement below shall be recorded on the title sheets of tract andlor applicable parcel maps within city limits: Owner, hereby, offers for dedication to the Imperial Irrigation District, an easement over all ' private streets shown on this map and an additional ten (10) feet in width on both sides of and adjacent to all private streets and /or public street shown on this map for the excavation, laying, construction, installation, maintenance, operation, inspection, repair, replacement and removal of electrical lines, ' wires, cables, ducts, supports, fixtures, facilities and appurtenances, with the right of ingress and egress over and within same for maintenance, operation and emergency vehicles. ' Certificate of Acceptance Government Code Section 27281 Acceptance No. ' a�` �'a�8ro• en'r This is to certify that the interest in real property conveyed by Gran dated from ,n S ,, Narbe to Imperial Irrigation District, ail irrigation district, is hereby accepted by order of the Board of Directors of said District as per Resolution No. 15 -90 doled March 20, 1990, and the grantee consents to ' recordation thereof. Dated this day of 200 1 By Supervisor, ReaL Estate Section ' Imperial Irrigation District ` if the map bas been approved or recorded in advance of this requirement, then the Developei shall t advise the District and other arrangements shall be made with the Developer for the District to obtain easements. Any easement requirements, over and above that stated herein, will be requested by separate notice during the project scoping study or as soon as the need is apparent. ' For further deiail on maps, AutoCAD media, and other correspondence, contact one of the offices listed on the front cover. ' Order No. Escrow No. Loan No. ' WHEN RECORDED MAIL TO: IMPERIAL IRRIGATION DISTRICT 81 -600 Avenue 58 La Quinta, CA 92253 -1080 ' DOCUMENTARY TRANSFER TAX $ (Space above this line is for Recorders Use) Computed on the consideration or value of property conveyed; OR Computed on the consideration or value less liens or encumbrances ' remaining at the time of sale. Signature of Declarant or Agent determining tax — Firm Name GRANT OF EASEMENT Public Utility Purposes FOR VALUABLE CONSIDERATION, the receipt of which is hereby acknowledged, ' CORE HOMES, LLC hereby GRANT (s) to IMPERIAL IRRIGATION DISTRICT, an irrigation district � I I I L L Uri the real property in the City of La Quinta, County of RIVERSIDE, State of California, described as follows: AS SHOWN ON THE ATTACHED EXHIBITS "A" AND "B" WHICH ARE MADE A PART HEREOF BY THIS REFERENCE HEREON. Dated: AU 21, 20 q � State of California } County of I -CIS -H } On M4-LI O-). aOD7 before me, C—f ID Il ' Notary Public personally appeared --pav t .a0.[ -e personally known to me ( of sat'iisia0ecy- evidemce) to be person($) whose name(s)is /2*e subscribed to the within instrument and acknowledged to me that he /shoAhey executed the same in his /herftherr authorized capacity(iea), and that by his /her/thetf signatures on the instrument the person(A or the entity upon behalf of which the person(s) acted executed the instrument. WITNESS my hand and official seal, Signature MAIL TAX STATEMENTS TO: By: 6UA' , David Neale, President 470 South Market Street (Mailing Address) San Jose, CA 95113 (City) (State) (Zip Code) GAIL GIOLU _ Commission 1606719 -i tVotory Public - Callfomla Santa Clara County tMy Comm. Expires Sep 16, 2009 (This space for official notarial seal) RIC111i, .. . . . . . . ........... . . .... .. ..... 28l" rj SO j 475 �L475' I i', TI 714- 40' PRO SED SC R P01 I' I I JG0 15 40' _ ------ - --------- `� I 4W_ 426. 3;7* 1! AIL ..... . .... r , 2 zi SERIAM Ant IMPERIAL Lew* warm IRRIGATIUR DISTRICT AIPFRI11. CAIJMRNIA rnAcnew EAUXY DIMSMAr PfR AU 46,1) )c ,3) INSIAU. VOR All. SNIMCAPf PK'i5, lW;iALL 1 -10. P[R '.ii :1P;.'•1 L!. 111Z 7AU C-Nn. ;4Y I 2 t)._(: ' C! :Pc:o;. - -------- -- . ........ V, Lq: fpcl.j ,.I:" I 1%400- GR A4: Underground, Inc. � IM m IM m m m M m M m m m m IM m m IIN MTV fill IA v(I1IXrA Order No. ' Escrow No. Loan No. WHEN RECORDED MAIL TO: IMPERIAL IRRIGATION DISTRICT 81 -600 Avenue 58 ' La Quinta, CA 92253 -1080 DOCUMENTARY TRANSFER TAX S (Space above this line is for Recorders Use) Computed on the consideration or value of property conveyed; OR Computed on the consideration or value less liens or encumbrances remaining at the time of sale. Signature of Declarant or Agent determining tax — Firm Name .t GRANT OF EASEMENT Public Utility Purposes FOR VALUABLE CONSIDERATION, the receipt of which is hereby acknowledged, CORE HOMES, LLC hereby GRANT (s) to IMPERIAL IRRIGATION DISTRICT, an irrigation district the real property in the City of La Quinta, County of RIVERSIDE, State of California, described as follows: AS SHOWN ON THE ATTACHED EXHIBITS "A" AND "B" WHICH ARE MADE A PART HEREOF BY THIS REFERENCE HEREON. Dated: State of California County-of �'clla�lAr G. On 0-I, POD-J before me, C IaIII ' Notary Public personally appeared --'Dtxv I d .pal -e personally known to me ( of sa44a ^Rce) to be person(bl whose name(s)is /ace subscribed to the within instrument and acknowledged to me that he /shaAhey executed the same in his /her their authorized capacity(iPA, and that by his /herfth& signatures on the instrument the person(sr) or the entity upon behalf of which the person(s) acted executed the instrument. WITNESS my hand and official seal, Signature MAIL TAX STATEMENTS TO: By: bAX�A. David Neale, President 470 South Market Street (Mailing Address) San Jose CA 9SI13 (City) (State) (Zip Code) GAIL GIOLLI _ Commissfon # 1606719 -m Notary Pub llc - Callfornla Santa Clara County MY Comm. Expires Sep 16, 2009 (This space for official notarial sea]) PAGE I OF 3 EXHIBIT "E1" LEGAL DESCRIPTION PUBLIC UTILITY EASEMENT (IMPERIAL IRRIGATION DISTRICT) A PORTION OF PARCEL 3 OF PARCEL MAP NO. 16457, FILED IN PARCEL MAP BOOK 100, PAGE 48, OF OFFICIAL RECORDS (O.R.) COUNTY OF RIVERSIDE, IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: . COMMENCING AT THE EAST ONE - QUARTER (E1 /4) CORNER OF SECTION 4, TOWNSHIP 6 SOUTH, RANGE 7 EAST OF THE SAN BERNARDINO MERIDIAN, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, SAID POINT BEING ON THE CENTERLINES OF MADISON STREET, AVENUE 51 AND VISTA BONITA TRAIL; THENCE S00 °10'23 "W ALONG THE EAST LINE OF THE SOUTHEAST QUARTER (SEI /4) OF SAID SECTION 4 AND THE CENTERLINE OF SAID MADISON STREET, A DISTANCE OF 731.99 FEET; THENCE N89 049'37 "W, A DISTANCE OF 50.00 FEET TO THE WESTERLY LINE OF SAID MADISON STREET, SAID POINT BEING 50.00 FEET WESTERLY OF THE CENTERLINE OF SAID MADISON STREET, AS MEASURED AT RIGHT ANGLES THERETO, BEING ALSO THE TRUE POINT OF BEGINNING; THENCE S00 010'23 "W ALONG THE WESTERLY LINE OF SAID MADISON STREET, A DISTANCE OF 17.72 FEET; THENCE N34 01 1'38 "W, A DISTANCE OF 59.35 FEET; THENCE S89 045'01 "W, A DISTANCE OF 311.64 FEET; THENCE N0001 0'30"E, A DISTANCE OF 40.00 FEET; THENCE N89 °45'01 "E, A DISTANCE OF 10.00 FEET; THENCE S00 010'30 "W, A DISTANCE OF 30.00 FEET; THENCE N89 045'01 "E, A DISTANCE OF 306.88 FEET; THENCE S3401 1'38"E, A DISTANCE OF 50.05 FEET TO THE POINT OF BEGINNING. SAID PARCEL CONTAINS 0.09 ACRES (3,990 SQUARE FEET), MORE OR LESS, AS SHOWN ON THE ATTACHED EXHIBIT "B ", WHICH IS MADE A PART HEREOF BY THIS REFERENCE HEREON. SUBJECT TO ALL COVENANTS, RIGHTS, RIGHTS OF WAY AND EASEMENTS OF RECORD, IF ANY. IIISI"��IAND f�= U O\ J L.S. 6532 '° N Erp.60107 -_F OF CA0/0111 5/17/2007 01 152 600 PUEIID X � SCALE.' 1 = 60' I 1 f f PAGE 2 OF 3 EXHIBIT B o PLAT TO ACCOMPANY LEGAL DESCRIPTION = PUBLIC UTILITY EASEMENT AVENUE 51 N =' o, rn TR. N0. 14104, M.B. 112/67 -69 P.O.C. 1/4 SECTION LINE % N.A.P. VISTA BON/TA TRA /L�— E1 /4 COR. SEC. 4, T 6S., R.7E. S.B.M. Q o n — — — — — S89 '45'O1 "W 391.84' C N o �WC ?�'3W2rn P pRCEti 1 5 N p4' `O� „ C.' I L5 ( I 1111 �n co R/W FOR DITCHES & _ CANALS REC. 11911955 IN BK. 1844, PG. 2 OF PATENTS INGRESS /EGRESS & _ WATERLINE EASM'T PER P p�CEI 2 INST. N0. 222323, REC. 911211986, 0. R. 5' P.M. N0. `Ot -V' P.M.B. 12 BETH CIRCLE_ N89'45 "0 1 "E 306.88" S89,45,01 °W. 311.64' 16457 0 0 100/48 O'RCt` 3 1f / /T /IAND C' ��= vii l�f sU GRAPHIC SCALE 60 0 30 60 120 180 \ O \ L.S. 6532 N Exp. 6/30/07 ( IN FEET) 9lF Of CA������'`1 1 inch = 60 ft. ��i� „/���Ill PUBLIC UTILITY EASEMENT - IMPERIAL IRRIGATION DISTRICT Prepared by: FAX(760)360 -4204 Coachella Valley Engineers 77 -899 Wolf Road, Suite 102, PALM DESERT, CA 92211 '01152.11 MAY, 2007 NO. DATE Owner: CORE HOMES, L.L.C. ATTN: MR. DAVID NEALE 470 S. MARKET STREET SAN JOSE, CA 95113 PH: (408) 292 -7841 THIS DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECTION, BASED ON RECORD INFORMATION. MARK A. TURNER L, S. 6532 EXP. DATE.• 06130107 01 152— 600_ PUE1 /0— X 50" o, rn O Q o n Ik C N O O m orn J —L1 i —O U O'RCt` 3 1f / /T /IAND C' ��= vii l�f sU GRAPHIC SCALE 60 0 30 60 120 180 \ O \ L.S. 6532 N Exp. 6/30/07 ( IN FEET) 9lF Of CA������'`1 1 inch = 60 ft. ��i� „/���Ill PUBLIC UTILITY EASEMENT - IMPERIAL IRRIGATION DISTRICT Prepared by: FAX(760)360 -4204 Coachella Valley Engineers 77 -899 Wolf Road, Suite 102, PALM DESERT, CA 92211 '01152.11 MAY, 2007 NO. DATE Owner: CORE HOMES, L.L.C. ATTN: MR. DAVID NEALE 470 S. MARKET STREET SAN JOSE, CA 95113 PH: (408) 292 -7841 THIS DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECTION, BASED ON RECORD INFORMATION. MARK A. TURNER L, S. 6532 EXP. DATE.• 06130107 01 152— 600_ PUE1 /0— X °, SCALE.- 1 " = 60' 0 o N N O LEGEND EXHIBIT "B" PAGE 30F3 PLAT TO ACCOMPANY LEGAL DESCRIPTION PUBLIC UTILITY EASEMENT F-771 PUBLIC UTILITY EASEMENT BEARING PARCEL LINE P.O.C. POINT OF COMMENCEMENT T. P. 0. B. TRUE POINT OF BEGINNING P.M. PARCEL MAP P.M.B. PARCEL MAP BOOK O.R. OFFICIAL RECORDS CO. OF RIV. N.A.P. NOT A PART AREA = 0.09 AC. (J,990 S. F.), f 32133 AVENUE 50 T. SS. 5 14 1 T. 65. S1 ti O Q- W m VISTA BONITA TRAIL 33134 4 3 V) AVENUE 51 Z O In 0 E 514 1 413 8 1 9 AVENUE 52 9110 VICINITY MAP SEC. 4, T.6S., R.H. S.B.M. NTS LINE TABLE LINE BEARING LENGTH L 1 N89'49 37 °W 50.00' L2 S00'1023 'W 17.72' L3 N34'1138'W 59.35' L4 NOD* 10'30'E 40.00" L5 N89'45'0 1 "E 10.00" L6 S00'1030 "N/ 30.00" L7 S34' 11'38 "E 50.05' BASIS OF BEARINGS THE BASIS OF BEARINGS FOR THIS SURVEY IS BASED ON THE EAST LINE OF THE SOUTHEAST QUARTER (SE1 14) OF SECTION 4; T.6S., R.7E. S.B.M., AS SHOWN ON PARCEL MAP NO. 16457, FILED IN P.M.B. 100, PAGE 48, O.R. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA BEING: 500' 10'23 "W lily ?y1 AND�� _ N N '° C L.S. 6532 Exp.6/30/07 \ 1 N N N N 9fF Of CA`\��t 1 I PUBLIC UTILITY EASEMENT - IMPERIAL IRRIGATION DISTRICT Prepared by: T11(7 *60 -4204 Coachella Valley Engineers 77 -899 {Wolf Road, Suite 102, PALM DESERT, CA 92211 01152.11 MAY, 2007 NO. DATE Owner: CORE HOMES, L.L.C. ATTN: MR. DAVID NEALE 470 S. MARKET STREET SAN JOSE, CA 95113 ' PH: (408) 292 -7841 THIS DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECTION, BASED ON RECORD INFORMATION. MARK A. TURNER L. S. 6532 EXP. DATE.. 06130107 01 152_ 600_ PUEIID_ X Coachella Valley Engineers, Inc. 77 -899 Wolf Road, Suite 102 Palm Desert, CA 92211 (760) 360 -4200 5/17/2007 Project No. 01152.11 - Public Utility Easement Closure Parcel name: PUBLIC UTILITY EASEMENT North: 9275.1918 East : 4661.2595 Line Course: S 00 -10 -23 W Length: 17.7151 North: 9257.4767 East : 4661.2060 Line Course: 'N 34 -11 -38 W Length: 59.3460 North: 9306.5642 East : 4627.8539 Line Course: S 89 -45 -01 W Length: 311.6350 North: 9305.2060 East :4316.2218 Line Course: N 00 -10 -30 E Length: 40.0011 North: 9345.2069 East : 4316.3440 Line Course: N 89 -45 -01 E Length: 10.0003 North: 9345.2505 East : 4326.3442 Line Course: S 00 -10 -30 W Length: 30.0008 North: 9315.2498 East : 4326.2526 Line Course: N 89 -45 -01 E Length: 306.8839 North: 9316.5874 East : 4633.1336 Line Course: S 34 -11 -38 E Length: 50.0466 North: 9275.1918 East : 4661.2595 . Perimeter: 825.6288 Area: 3,990 sq.ft. 0.09 acres Mapcheck Closure - (Uses listed courses, radii, and deltas) ' Error Closure: 0.0000 Course: N 52 -16 -15 W o Errr North: 0.00002 East : - 0.00003 Precision 1: 825,628,800.0000 Page 1 of 1 ' La Qu inta Polo Partners - Cve 01 152 - Ave 51 C tladison - Rod Vandenbos I December 07, 2004 LA QUINTA POLO PARTNERS uQ 9WO a HYDROLOGY AND DRAINAGE FACILITY DESIGN REPORT 2-/16/2007 111; 01152 DATA APPENDIX CVE r IN THE CITY OF LA QUINTA, CALIFORNIA �rij`�J IiJ`I 1 11 [Dwa '` p.f I i11 I ►► c 'i1 �z L� iO PL-) :T [ F= 01R . �GLC� G 3 Y UO IN THE SE 1/4 OF SECTION 4 , T 6 S, R 7 E, SEM TEL(760)360 -4200 \ L1 F_- 1.X(760)360 -4204 Coachella Valley Engineers 77 -899 Wolf Road, Suite 102, Palm Desert, CA 92211 _ �zor ESSio,,,� i =� WELLS y � p m W n i C -1 1,1802 6-30.05 -� \�rF Cl V �. �o' JO N WELLS CAV1N - RCE C -16802 - EXPIRES 6 -30 -05 \OF C�' \ W G V) W L v AVENUE ( 50 T. 55. T. 5S. W OLD ORC,rRO LN. 4 AVENUE 51 VISTA I a 4 C E.O/\ // /A i RAIL BETH C1F CLE � 0 0 \ 1(.-\1 (ITY MAP NOT TO SCAL- Old Orchard Lane - Ave 51 15¢ Madison - Rod `/and:nbos Tracc :0; -:3 RETENTION BASIN DESIGN FOR TRACT 30378 City Of La Quinta ( Southwest Corner Of Ave 51 and Madison St.) Location us( ) I, 200, /s ve � Tract 30378 is located in the City of La Quinta, at the Southwest corner of the intersection of Vista Bonita Trail (VBT), (aka Ave 51) and Madison Street. It is designated as APNs 772 - 270 -011, 012, & 013, and is described as a portion of the NE '/ of the SE %, of Section 4, T6S, R7E, SBB &M. It consists of approximately 10 acres of flat, sandy, former Citrus grove being divided into eight, approximately 1 -acre residential lots. SUMMARY AND DISCUSSION The contours on the enclosed portion of USGS topo map (Location Nlap) indicate that Vista Bonita Trail follows a ridge for approximately 1100 feet, from the Coachella Canal to Madison St. The easterly 900 feet of this street historically drained past and /or into subject site. Subject site cannot obstruct this flow, and must convey it through or past the site, but is not usually required to retain and dispose of offsite flows. However, the development of Tract 30378 has been designed to retain and percolate all rainfall from the site, as well as from all offsite areas that presently drain toward the site. The latter areas consist of the west half of Madison St south of Ave 51 and adjacent to the site, and a strip 900 by 100 feet along Vista Bonita Trail west of Madison St. North of Vista Bonita Trail (Ave 51), Madison St. drains north away from subject site to a culvert flowing east under Madison St. South of Vista Bonita Trail, the priest half of Madison St drains south along subject site frontage, and is collected in a curb inlet (cb -1) at Beth Dr., near the southeast corner of the site. The easterly 50 feet of the orchard area to the west of subject site was surveyed by CVE, along with subject site. An existing 1 to 2. foot high berm constructed by the owner of this adjacent offsite property prevents all runoff from that property onto subject site. The general elevation of this property 20 feet west of the property. line is 518.4. The elevation of the top of this berm is approximately 520.2. (see spot elevations on the rough grading plan). This data demonstrates that this offsite area does not drain into subject site. Instead, the offsite parcel drains south from Vista Bonita Trail past subject property, and thence southeasterly across the property south of subject to Madison St.. Calculations were made for the '100 year, 3 hour, 6 hour and 24 hour storm data to confirm which storm requires the largest retention volume. The 100 year, 3 hour storm required the largest retention for basins in Soil Group "A" (Lots 1 and 2), while the 100 year, 24 hour storm required the largest retention for the basins in the Soil Group "B" area. (The remainder of the site). (See the Retention Basin Data Summary attached). All basins have been designed as approximately 2 to 2.5 foot deep by 20 or 21 foot elide trapezoidal ditches �,vith 3 to-1 to 4 to 1 side slcpes, 4 ft or wider bottoms, and water depth of approximately .9 to 2 feGt• The shallol,v depth and flat slopes minim i_e the physical and visual impact of the basins on landscaping and maintenar ice activities. Page l OC l Old Orchard Lane - Ave 51 Z. -Madison - Rod Vand.abas Aususr 31, I-C-O4 Traot_0_173 C:•e Oilil - Basins 5 through 9 a-e designed as one interconnected system to provide sufficient capacity t0 accommodate the Ofislte. drainage from Vista Bonita Trail and Madison St. This street drainage will flow In graded roadside swales east along Vista Bonita Trail and south along Madison St. t0 the CUfb Inlet at Beth Lane. (See Street Improvement Plans). It will then be piped into basin 9 and distributed by 12 inch diameter pipes to basins 5 through 8. Basins 10 and 11 are very small, temporary retention, pending development to the south of Beth Ln and Old Orchard Ln. The tributary areas for these basins are 100°/% street pavement. The runoff coefficient was adjusted to 90% to insure adequate retention in these temporary basins. The existing 6 foot high masonry privacy walls around the site assure privacy and complete control of offsite drainage. The ,vest wall replaces reliance on the existing berm. The north wall assures that the Vista Bonita drainage remains channelized in the existing roadside swale until it reaches Madison St. and can be collected at catch basin T 1 at Beth Lane. The south wall insures that Lot 1 does not drain south onto the neighboring property. Lots 1 through 4 drain to individual retention basins with 4:1 side slopes, adjacent to Old Orchard Lane. In the event of a larger than 100 year storm, these basins will overflow into Old Orchard Lane at elevations at least 1.9 feet lower than the nearest finish floor, flow south to catch basin y2, flow into retention basin it"t 9, and then flow into retention basins 8 through 5. The west 1/3 of lots 5 through 8 flow west directly to Old Orchard Ln., then flow south to catch basin #3, then flow into retention basin 9, and then flow into retention basins 8 through 5. The east 2/3 if these lots drain east to individual interconnected retention basins at the east end of each lot. Each of these basins is larger than required for the drainage from the individual lot. The excess capacity is provided for the runoff from the offsite streets. Vista Bonita Trail drains into Piladison St., which drains south to catch basin T1 at Beth Ln. These flows drain through cb-r1 into retention basin 9. Basin 9 is not large enough to store the flow from these offsite streets, so basins 5 through 9 are interconnected to provide adequate storage and percolation capacity. The calculated maximum water surface of the worst 100 -year storm in basins.5 through 9 is 512.02. In. the event of system failure or larger than 100 year storm runoff, basins 5 through 9 will overflow through catch basin T 1 into Madison St. at elevation 512.80. At elevation 513.48 the runoff will overflow the high point in the center of the Beth Ln. spandrel gutter and will flow south along the ,vest gutter / swale of Madison St..which preserves the historical flow pattern. At elevation 513. 48, retention storage depth will be increased from 2.02 feet to 3.48 feet, more than doubling the storage capacity without flooding any lot or structure. The lowest finish floor is elevation 515.5 (Lot e), and the lowest street gutter flow line is elevation 513.13. All habitation floors are more than 2 feet above the overflow elevation, and the lowest street, (Madison St) will be flooded to a depth of only 0.35 foot at the beginning of emergency overflow. (less than top of curb). The proposed retention storage is more than adequate, and is fail safe in design. Pt«e oC'- t Old Orchard Lane - Ave 31 .17o Madison - Rod vandenous Tr:cc =0373 DESIGN CRITERIA Au usi 31, 2()Q4 Cve OH32. The retention basins are designed per the requirements of the City of La Quinta and the Riverside County Hydrology Manual (RCHNI). (See attached enclosures) The 100 -yr /3 hr storm intensity was extrapolated to be 2.0 inches per hour from plate F -5.2 of the RCHM. The 100 -yr /6 hr storm intensity vas extrapolated to be 2.25 inches per hour from plate F -5.4 of the RCHM, and the 100 -yr /24 hr storm intensity was extrapolated to be 4.5 inches per hour from plate F -5.6 of the RCHM. The site consists of Hydrologic Soil Groups A, and B — Lots 1 & 2 are Group A, having high infiltration rates, antecedent moistening condition rating of ANIC II, and low runoff potential when saturated. The remainder are Group B, having lower infiltration rates and higher runoff potential when saturated. Lots 1 through 4 retain all onsite drainage — the impervious area was calculated to be 23 %. Runoff from Lots 1 & 2 was calculated for soil Group A, and Lots 3 & 4 for soil Group B. Drainage from Lots 5 thru 8 was combined with onsite and offsite street drainage. The impervious area for this total area was calculated to be 41 %, and runoff was calculated for soil Group B. Sladden Engineering has prepared a percolation test report for the site. (Project No. 544 -1497 dated 4/15/02 — See Attached). The results of the percolation test were 12 to 16 inches /hour. However, per City requirements, only 2.0 inches per hour was used as the design percolation rate. CALCULATION PROCEDURE: The Hydrologic Soil Group is determined from RCHM maps (C -1.02 thru C- 1.66), Soil Conservation Service maps, or the Soils Engineers Report. The Site Runoff Index was determined from Plate D -5.5 and D -5.6 of the RCHM to be RC 32 for residential landscaping on Group A soils with 20% impervious cover and RC 56 for Group B soils with. 41% impervious cover. (see attached calculation sheets) The data on RCHM plates D -5.2, D -5.4, and D -5.6 was used to determine the total storm runoff in inches, for calculation of retention basin inflow volumes for 3, 6, and 24 hr 100 year storms respectively. The Rainfall Patterns In Percent of each design storm volume per design period were taken from Table E -5.9 of the RCNIH, and are shown in the Precipitation % column of the calculations. The design period was arbitrarily chosen as 15 minutes for the 3 and 6 hour storms, and 1 hour for the 24 hour storm, to provide enough data points to produce a smooth curve in the graph. The rainfall intensity I for each period is the product of this % times the total storm volume. The Impervious % C for each period is the calculated instantaneous value from Plate D -5.1, 5.2 or 5.3 of the RCHM for the corresponding calculated intensity, soil type, and development type. Q is the storm runoff, rate during each period, in cubic feet per second (cfs), calculated as the product of the intensity, Impervious % / .runoff %, and Tributary Area. Inflow volume is the rate of flow Q accumulating during each period. The water depth in each basin at the end of each period is calculated by comparing the volume of the basin calculated from the surface area per foot of depth table with the runoff volume accumulated at that time. The water surface area in the basin at that depth is calculated for each period from the depth and surace area per foot of depth table. The percolation VGIUme for each period is calculated. The percolation VGILlmes for each basin and design storm %,were calculated for *15 minute or 1 -hour inter ✓als, as the product of the pert rate (inlhr) and the calculated water surface area / percolation area t�aLC j cat ' Old Orchard Cant - Ave 51 Cu! vlad'isan - Rod Vand=nbos august 31, 7004 Traci 30373 Cve 0115? - i of the basin during that period, using only the flooded surface area of each retention basin during That inter`/al. The storm runoff inflow volumes Were C21CU12tcd for these same intervals. ' The percolation volumes were subtracted from the storm runoff inflow volumes to determine the re uired depith and v later sur-,:ac= area for each retention basin, for each interval, and the maximum required re' =ndon for each basin. (See page 2 of the attached calculation result spread sheets). Criteria for the Rational Method design of storm drain inlets and piping were derived by calculating the initial time of concentration for rainfall to begin to run off from the farthest corner of the farthest area: the ' travel time for flow to stabilize from the back of the lot to the street, and the travel time to flow in the i street from the farthest point to the storm drain inlet, (See RCHNI plates D -3 and D -7.7 attached). This time of concentration was then used to determine the design intensity for the storms, the runoff coefficient, and the flow in the streets and in each inlet and pipe. (see attached calculation sheets) The 100 year, 1 hour storm event is the basis for the sizing of the storm drain inlets and piping. I The required curb opening length for the catch basins is less than 3 feet. Curb Inlets 1, 2 and 3 are all 4 feet wide and 4 feet deep. ( See pg 5 of the attached calculations) I Inlet Pipes A, B, and C and equalizer pipes D are all smooth wall corrugated HDPE (N -12). Diameters are: IPIPE DIAMETER Q100 A 21" 6.4 cfs I B C 12" 18" 1.2 cfs 5.3 cfs D 12" 2.78 cfs Drywells 1 and 2 shall conform to the City of La Quinta Standard. Page 4 0 I 4 jv0l.Lv-DO-7 ad ls�Z9 s n r� / JD m a 19 117/1 1 1.' :i 1A, fl illlllr r� r r r r illll• r ri - +�� rr Mir- IIIIIIt -- ter.... Illllr - ' Illlr r r DATE: 5113104 BY: JWC JOB 1A 01152 Tract 30378 - Madison & Ave 51 REF: ILOT 5 thru 8 & Streets - 6 Hr /100Yr - Trapezoid Retention -20x Top, 4:1 Sideslope RETENTION BASIN STORAGE AND DEPTH C ALCULATIONS DEPTH AREA AREA CHANGE VOUFT (Avg) CUML VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) (SF) 0.00 (FIR) (FT) (FT) (FT) (FT) (FT) (FT) D =5.00' (SF) 0 0 42738 ELEVATION DATA 0=4.00' -20204 10102 42738 FF Lot 8 515.50 D= 3.00' 20204 6572 16918 32636 Top 513.00 D =2.00' 13632 5933 10666 15718 GFL at CB #1 512.80 D =1.00' 7699 5293 5053 5053 WS 100 511.26 0=0.00' 2406 INC 0 0 Bottom 510.00 PERIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= V -2' D= 0' -1' DEPTH AREA ADJ.AREA ELEV. (FIR) (FT) (FT) (FT) (FT) (FT) (FT) (SF) (SF) (FT) 1 0.000 0.000 0.000 0.000 0.045 0.04 2643.00 2643.00 510.04 2 0.000 0.000 0.000 0.000 0.049 0.05 2664.42 2664.42 510.05 INC 3 0.000 0.000 0.000 0.000 0.070 0.07 2775.35 2775.35 510.07 INC 4 0.000 0.000 0.000 0.000 0.083 0.08 2845.00 2845.00 510.08 INC 5 0.000 0.000 0.000 0.000 0.115 0.12 3016.47 3016.47 510.12 INC 6 0.000 0.000 0.000 0.000 0.136 0.14 3125.79 3125.79 510.14 INC 7 0:000 0.000 0.000 0.000 0.199 0.20 3457.28 3457.28 510.20 INC 8 0.000 0.000 0.000 0.000 0.294 0.29 3962.79 3962.79 510.29 INC 9 0.000 0.000 0.000 0.000 0.476 0.48 4927.36 4927.36 510.48 INC 10 0.000 0.000 0.000 0.000 0.759 0.76 6422.96 6422.96 510.76 INC '11 0.000 0.000 0.000 0.000 0.907 0.91 7204.90 7204.90 510.91 INC 12 0.000 0.000 0.000 0.023 0.000 1.02 13785.51 13785.51 511.02 INC 13 0.000 0.000 0.000 0.118 0.000 1.12 14406.78 14406.78 511.12 INC 14 0.000 0.000 0.000 0.228 0.000 1.23 15129.04 15129.04 511.23 INC 15 0.000 0.000 0.000 0.285 0.000 1.29 15505.49 15505.49 511.29 PEAK 16 0.000 0.000 0.000 0.264 0.000 1.26 15368.78 15368.78 511.26 DEC 17 0.000 0.000 0.000 0.049 0.000 1.05 13955.18 13955.18 511.05 DEC 18 0.000 0.000 0.000 0.000 0.718 0.72 6204.17' • 6204.17 510.72 DEC 19 0.000 0.000 0.000 0.000 0.562 0.56 5379.34 5379.34 510.56 DEC 20 0.000 0.000 0.000 0.000 0.429 0.43 4677.11 4677.11 510.43 DEC 21 0.000 0.000 0.000 0.000 0.316 0.32 4076.32 4076.32 .510.32 DEC 22 0.000 0.000 0.000 0.000 0.218 0.22 3559.53 3559.53 510.22 DEC 23 0.000 0.000 1 0.000 0.000 0.133 0.13 3112.32 3112.32 510.13 1 DEC _j 24 0.000 0.000 0.000 0.000 0.060 0.06 2722.80 2722.80 510.06 1 4REFI H P'. H P. 90,000 ®2 07 p� VISTA -- B ON ITA_ _TRAIL' Vx-- - - - - -- - -- -- - - - - fS 1 - 4 AVERAGE OVEFZ--ONE ACRE IN AND RETAIN STORM WATER ON SITE. MON BASINS ALONG MADISON' ST. JNKED BY EQUALIZER LINES AND ARE qG WITHIN EXISTING CITRUS GROVE TO �AIN. THE SOUTH SIDE OF THE ENTRY IS PART OF THE FUTURE DEVELOPMENT IE SOUTH AND WILL TEMPORARILY DRAIN THE EXISTING CITRUS GROVE ON THAT' PERTY. THE REAR OF LOTS 5 -8 DRAIN DIRECTLY INTO THE LINKED RETENTION BASINS. I . ' GRAPHIC SCALE (PRIVATE STREET) R /W, TRACT BOUNDARY—// TC 516 & WALL TC 516.31 ,5] (HOUSE) 47,002 N `= 1.08 AC ` = 0 - --- — -- ------------------ PL I 1 LOT 3 37,672 0.86 - AC m PL 69,386 2.08 0 z 1.59 N m X 1 1 RETENTION wl O \ - BASIN (TYP) ~ 2 `� EQUALIZER \ \\ 45,506 v°) I- m LINE (TYP) 1.04 AC u) v . -- ----------------------------- w N Z - - Q J i_ 3-I _ pi 0 z L. %I' w z � TC 513.70 ¢ETC 513.66 1 Cr G45 o Cg ' r�T TC 513.70 l Ca ���0 .:2 70 45 010 C812 I t1�00 0 /� LINE C N 1.03 AC 0100 =1.25 C , I L I RETENTION BASIN (TYP) 1 L P' ITRACT BOUNDARY & WALL - I ( IN FEET ) 1 inch = 100 it. H EXISTING R/W HP I D _j rFUTURE CURB �I & GUTTER ' n1� S.Dj'I LINE A D R ATNAGE AREA MAP TORM DRAIN /RETENTION . B_ASIN EXHIBIT TRACT 30378 ROD VANDENBOS AND _ ADJACENT SITES I 1 � N I W' O 0 to 'o ^ w � � ' �' RETENTION BASINS N Al WS 2,581 SF. ' Z VOL 1,283 CF. � I 1 O I A WS 2,592 SF. VOL..1,301 , CF- I ® WS 1,8344 SF. VOL 1,902 CF. 1 1 i A WS 2,210 SF. VOL 2,419 CF. I I ! ATHRUA WS 14,781 SF. Q VOL 16,213 CF. I � 1 A WS 2,240 SF. VOL 1,461 CF. j' 11 WS 639 SF. VOL 408 CF, 1 1 I ' n1� S.Dj'I LINE A D R ATNAGE AREA MAP TORM DRAIN /RETENTION . B_ASIN EXHIBIT TRACT 30378 ROD VANDENBOS AND _ ADJACENT SITES u �� i.09i ) 11776 �1lIJQ�II�J ?d520 till °�, E) �li Ll�'?3 42 pa!udz!d- '�I 1 S 110SIQ'� IN CI l n1 �3 /', ��i�'�S n Ij for r -- I'z -) .2 i I 'i i 1 1 — �, . - ' z ZA' - sift in of -: i2 tll= 311 iii= - - -12,- r jr, �! va I ij A per,-r-nt' ' -'I,, t hav- if, assess loll rF!�, 13;! [ e The ot�cola-' rmintd. should be uzz2ful inn I n poit-nnal ciF sol Ing - Z. 1z: i--)ur uncerSianding di-3i oil-5icp- stcrmwat,r rzL?n6o n is r- tred. [t is proposed to collect szormv.,at2r runoff %-vidilil _-.hallo• retention basins loc-nttd vilLhili the Soutrip3sZeern potion of the site. Infiltration testing v.,as performed •,,ithin 'i to d feet deep test holes exc-avated in dirt-2 locations on the site. Tht appro". liniate tes.- hole locations airc- indicated oil the attached- site plan. Percolation tasting w2-,: performed on March 27, 2001. TP-SEIFQ involved filling [Ile test holes with water and recording the drop In the '.eater surface with 'Lime. Nfea-suremenis were taken in appro;.,Imately 10- mIIlL".-' Increments. Teszing indicated relative"• siable infiltration rates of appro-ir-nately 12.4 to 16.4 inches per hour within P---C.h of the test holes. As determined by the Field e-•.ploracion outlined in the referenced rapoM the site soils in the southern poi Lion of the site consist primarily Of 5*1-. rjid3. The InEltra-ion rates determined during 01.11' testing appear Fairly rtprtszritaclve o-IF the surface sods In th-- [I- pr_ -sent con U-1i'lion. IF silts are C"-Dosed -Z - A, thin ?lie ratention sLb---Lant*,--II--, lo%ver Infiltr-=ilon rates should be e-pected. ii Should be nottd Thai the in;51.1tri-7-riam rares, by te-sring !2 oo 16 Inches oer hour) are ultimace rattzz ba--P-d� uoon r2hort duration field test result=. .--'In -T-p-crb.p.-;i--L-- sa-f--:y "actor Should be �mor to in to account for Subsoll DC53:'ble related to sit-- g7ading, a[id porentinl slirir.g OF f-hLe :;C'Is. The- sar-e7,.- Fa-c-or shouid be deter-mined with. consiot,-acion to other factors in the stomilwaler -�:Y'-:Lern desiz , (-a7zicularl-v szorrn',"*�ater volume I factors asj ociated With those d- si'Sn coinpon. rin. (_.7 '•\ I• _ ^ i .. =-� . cy+- - .?c: _ �. • ..•.: y \ :t -+., -z r'..(- 11.1r�' V :-�. a \ J i =� a •1 I �� as Ln I �:�• -� -..�` -�-` -� , i � • - (.`nab - ��,,'���� ' � •r��` ;'�� _ �,,; '� r.• ,VI a d �� 7' . . , � T�f a � � .I'Iw. --• , er.'_" =_ LC:. =!- _- >' ':�� ,_ �. \ \ ?dad ,ti1aQ. • ` .. 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Niw- ,t : rte. _.�' - - . �3.�._ ,_� == �::�:- ~` 5/ c p Li It Y t`In. ` • ,- ...�- h.•.•.,�.s• "-�'',r:� --.�'- �} �n r= -.. _ � v��:+ ram. �' :,N'�,1a8 :��-� S�':�: ��. :.;• r,.; ,.,-- .._sr:�a, � Y =.rte °= _a- _,:.= .�'..� =�I _ •�.- �' ;•: .��':� �. UbA : ?%�" -" •.� \i : -\~�:Z 1�;,c-'i�.';; c!r' �•� -.�.� �_: II.,i= ��s`' °.., I_ : T 's�:J�- '' 11 �V =AIL'_ _�•- .�.��.a -� — --+r• }`' ? -„- �'_ ..:7�`i:��rri1l�' {{:,;Glu'�1.7_a �, n,..t:'�--- • %. 1{ •�;' r ?N ••F, )�.�_:_T -[rte _.�__- _.. _:. g�`{l`� i'V� -. •��_\:7 .. -.. ' r"+iar r:• ; =� _:tie• -. �J�' ^r- - .. W.:::.....-- .ems^•.^_ ": j: "�• - ice•• C •;'i:.= :r; -:.: '�,�� .. :... -.••: --. ,�: :�.L.c.:i yr rim eizz an �• � '.� - _� c•_-- `�- 1."`�:ba,��..:_ \•;�' �: ag-•II�' _ _l, s,::.�:c..�a� ;,tam 1 '\ COUNTY, C. :rj.IN7—' c-.,L!; water fest,-,�-es 1) :tn s -and 3 ad L- =,i: 6 4 c 1, :Gq C 77 r E a r-O w, 3 ad L- =,i: E a r-O w, B 3u;' Tmil: �17= ------------------ -9- NO mue ------ -------------- ------------ >a.. 0 -------------- -------------- >io :aiou: - Ci D ----------------- Noae ----- >60 -------------- ------ >AQ cbO ----------------- A Mane:- -------------- ------------- C--C R2--s -------- ------------ >6. 0 -------------- ------------ - >60 tas: C-`C,- C� E, ChC, C k S. �L None ------ -------------- ------------ >6.0 -------------- -- --- ------ *. >at7 C...-------- - - - - -- ; a 0:! ------ --------- ---- ------------- Appazeat ----- - JMZ-Dec--:- >60 "zmitz3 CmS, CnE ----------- C Nc6e ------ -------------- ------------ >6.0 -------------- ------------ 6-20 -b.L,Ck=.-;r4Ra: . , -ID, n , . CC 3 ------ -------------- . .5. 0 ------- ---- ------------ >60 CcC:: Cc, C11A.- B ------ -------------------------- >6:0" --------------- -- - -------- - 0 >60 ------------------------ —.2 M .0: A--Cmrec� ----- Dec. Dec. >,..O. .0 -.eats: Ft ------------------- Jp .>5.0 ------------- >60 cd6 ''C b 2, C-,�.. 3 -------- -------------- ------------ >6.0 - -------------- ------------ >60 `rate-- - -- ------ - ------ -- ------ ----- ------ -Pr-Oct-- >60 ;rz—el Oit3 ZMQ UUMos: C P. >6.0 >60 ------------------ T, i D ------- roc=-- ---------------------- 1.0-4.0 -------------------------- Aocaren -- ---- arl- >;;o -- -- -------------------------- ImC >60 imoerial Car;-- -- - - -1 D Noneo ------ -------------------------- >6.0 ---- ---------- ------------ G u e ci. I M'n- & t"n. er. ieC D ------------ (oze -------------------- j. 0 >60 GUD:ed 1-,'ad pan. ------------------ -------------------- ---- -- ------ >6.0 A-5. 0 -------------- - np.. >60 > i. ----------- ............ ----------------- -------------- ............ ............ ------- 'I 1 _,� _ � � _: r..il • - ^%fir .ir:1],;,�1' i ?C � %G ; ;"?S— .('.pn � "U °_ ?HOC% ThiS _ma—i �Cn- '1P_:t :S ':111°_ up O' two or rnore dominant k n Cs a 5011: Se °_ OeSC =D �lOA Zot. Li.9 COC:� behavior of t::e tVAO]_° _^^_ ?DIP_o il.'.a. and the T.GrtLPS 0 :h °_ ? == LLL L, L!1° 't'v 1L2' tabie corn -monly is 1ZlQh. Only saturated' zones a00V2 a 0 °7%il 0' u OL O 72 ° -L 21'2 11CiiC'L2d. 111 =ormna ibn about the Seasonal 111$_`1 'riaLEr Laol'- neipc in `ccessir -la- �i?e '?eo!i _or speciaii deciT2ri a _10 L datior -1s, the need for 5 eci_ _c 141105. 0 drai 1a? °_ SjsLc?nS, d11d' ii?e 7e.0 for ?GC i 1? d_'ams 1`0 1nsu17c Il`r oase.me_n,Ls. -Sucli iP_ -Orma -lion is also i!CeCed to deride `•+=ie_i'lev Oi L1G; Co7:-ruCL10n 0- baS2T1 2 L5 15 - c215Ib1e and to cerel--,i_l2 i10:*: zEp' C il_ r: 2j50 �� :OC -Ciri= and ';i:!i = _. ^ :CL :rn• .a :a.Lioe?. Co S !�nuc!',2iL CI-_ _ i Or 1,;;r-- SO! i_ :O:.i =_ C,' C i�� _ ^__J!1.c'TC ___ T�Cc :.i - a =aQ Cn,OL ^?_ Obs21'7a':ons 11i1r:11? one r: apL)!1� Oi the 50115. `!'_n° kind o= beciroc� and 1L3 na1'a_ocs,aS rP1LLe'c =0 ease o= F�:ca-�a� ion 115 also sho,,–m RippaOle- oe rOC'L can be e'• -Cava Led %v'.th a cincle -tooth ripping a� aC},_ --,e a ,, rs r tractor, but harr- be�rOCt- zene -r jl:i r °�u1r25 D10S�iro. Formation, !3Aforphology. and Classification of the Soils c rn� 0= -?C- i.1! 5 JcCC10:1 Con-: c Ge_Cr: vvoI S 0= Li;_ I (02C ^oi!a Cvl� 0= soil i0'_' aL1G? aS he 1)Cr.ir !-r •1 -C' ;i G i _ _ 1 nOiC'_!C- ic- 1 r ,2C % =�i!'' ` - fj= sir. i nC_. r :_. ..�= cT"5LiC5 I)T %['� .vii: r_ i:i °_ � = ?._i, ,_:f = : :7� :�T?•}1 oc 1): r!? c1 -..t irr _±!l: �_' C = l" Ltn -- ? ^-price , ._ _._ _ _ __ .. �1d�.rVlejl - --- - - - - -- = Ii on!! -------------- ------------ - --- -- -- --- _ ; - >%0 - -- -- ---- _.>6.0 5 —a.0 ar_ = a_ -a c >60 • I`Id - ------- C ------ -------------' >S.0 -------------------------- >60 ---------- INba ----------------- _Nape__ _ 1.5-5.0 'aPe >60 ---- - - - - -- Omsccct: O^ 0 - -- - -- - C �IJ�2----------- ------' - - >6.0 -------------- ------' - - --- .7Q P ao_o1e. Orl: Gmstoct o^_s C None - - - -- - - - --- >6.0 - - - -- -- -- - =- 0 Pipp�hle: Racy 011LC.00 - -e Mash: Rock oatcroo: - 20. Q 1 1 Roc!_ outc:oo Dan. o3 :. D dame------ ----- - -- - --- - >6 -.Q -- - - -- - - -- - - - - - -- 1 —!0 ?::ab!e I=d: <UI . �slto- �c---- -- - - - -- -- D 'I °= - - - --- -- -- -- - - - - --- --- --- - -- -- 2.0 -5.0 '- p ? -= - -° d_� Dec-_ >60 - - -- _ococ2 I 0 - >60 -------- _ C_ ?icaa - -- - -- --- --- -- -- -- -- - -- >0 - -- ----- ---- --- --- --- - - -- 0,Morhemta: TO To::iortheats us' oct• ousc:oo oar.. _ _ >6.Q >6Q ---------- Tp =, Tr C, I:� - - -- - Ncee- - - - --- - -- -- -= -- ThiS _ma—i �Cn- '1P_:t :S ':111°_ up O' two or rnore dominant k n Cs a 5011: Se °_ OeSC =D �lOA Zot. Li.9 COC:� behavior of t::e tVAO]_° _^^_ ?DIP_o il.'.a. and the T.GrtLPS 0 :h °_ ? == LLL L, L!1° 't'v 1L2' tabie corn -monly is 1ZlQh. Only saturated' zones a00V2 a 0 °7%il 0' u OL O 72 ° -L 21'2 11CiiC'L2d. 111 =ormna ibn about the Seasonal 111$_`1 'riaLEr Laol'- neipc in `ccessir -la- �i?e '?eo!i _or speciaii deciT2ri a _10 L datior -1s, the need for 5 eci_ _c 141105. 0 drai 1a? °_ SjsLc?nS, d11d' ii?e 7e.0 for ?GC i 1? d_'ams 1`0 1nsu17c Il`r oase.me_n,Ls. -Sucli iP_ -Orma -lion is also i!CeCed to deride `•+=ie_i'lev Oi L1G; Co7:-ruCL10n 0- baS2T1 2 L5 15 - c215Ib1e and to cerel--,i_l2 i10:*: zEp' C il_ r: 2j50 �� :OC -Ciri= and ';i:!i = _. ^ :CL :rn• .a :a.Lioe?. Co S !�nuc!',2iL CI-_ _ i Or 1,;;r-- SO! i_ :O:.i =_ C,' C i�� _ ^__J!1.c'TC ___ T�Cc :.i - a =aQ Cn,OL ^?_ Obs21'7a':ons 11i1r:11? one r: apL)!1� Oi the 50115. `!'_n° kind o= beciroc� and 1L3 na1'a_ocs,aS rP1LLe'c =0 ease o= F�:ca-�a� ion 115 also sho,,–m RippaOle- oe rOC'L can be e'• -Cava Led %v'.th a cincle -tooth ripping a� aC},_ --,e a ,, rs r tractor, but harr- be�rOCt- zene -r jl:i r °�u1r25 D10S�iro. Formation, !3Aforphology. and Classification of the Soils c rn� 0= -?C- i.1! 5 JcCC10:1 Con-: c Ge_Cr: vvoI S 0= Li;_ I (02C ^oi!a Cvl� 0= soil i0'_' aL1G? aS he 1)Cr.ir !-r •1 -C' ;i G i _ _ 1 nOiC'_!C- ic- 1 r ,2C % =�i!'' ` - fj= sir. i nC_. r :_. ..�= cT"5LiC5 I)T %['� .vii: r_ i:i °_ � = ?._i, ,_:f = : :7� :�T?•}1 oc 1): r!? c1 -..t irr _±!l: �_' C = l" Ltn -- ? ^-price , ._ _._ _ _ __ .. RETENTION BASIN STORAGE DATA FOR 100 YEAR / 37 6, and 24 HR STORMS . PREPARED BY COACHELLA VALLEY ENGINEERS REF: DATE:- JOB It BY: 8/31/04 01,152 JWC RETENTION BASIN DATA SUMMARY Tract 30378 - Madison & Ave 51 - Vandenbos ELEVATIONS Lot Basin Tributary Retention Volume ( CF) Finish Floor Top Sdslp Highest Basin Ult # it It Acres 3 Hr 6 Hr 24 Hr WS 100 Depth Bottom overflow ( Data Comfnited for 2 inch / Hour Percolation ) .I •1 .I 1.03 1283.00 1115.00 895.00 515.90 514.00 513.34 1.34 512.00 514.00 2 2 2 1.05 1301.00 NA NA 516.10 514.20 513.56 1.36 512.20 5-14.16 3 3 3 0.87 1469.00 789.00 1837.00 516.90 515.00 514.88 1.88 513.00 514.97 ZI 4 4 1.08 1831.00 NA 2341.00 517.90 515.80 515.49 1.99 1 513.50 5,15.G5 5 thru 8 5 Thru 9 5 thru 13 7.08 . 11964.00 9725.00 15035.00 515.50 513.00 511.93 1.93 510.00 513.48 Madison So 10 14 0.36 1461.00 NA 1215.00 515.50 513.16 512.75 1.25 511.90 513.00 Norris cb,112 1-1 15 0.11 408.00 NA 329.00 515.90 513.50 1 513.31 0.81 512.50 513.50 .. STORAGE HYDROGRAPH FOR 100 YEAR / 3 HR STORK( RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS i REF: LOT '1 - 3 Fir/1 OOYi - Trapezoid Retention - 20x'1'10 Top, 4-:1 Sideslope ; DATE: 5/1 3/G4 .100 r/ 0'1 152 Tract 30378 - Madison & Ave 5,1 13Y.- J W C TRIB AREA= 1.0330 ACRES PERC.RATE 2.00 IN/FIR (0.5 IN/15 Min) SOIL GROUP "A ", AMC11, R.I.= 3?, R.C. =23' , STORM VOLUME 2.00 IN /31-IR 100 EAR 3 HOUR (PLATE E -5.1 PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW! RETENTION I '100 C Q VOL /15 Min CUML VOL OTHER PERC /15Min OTHER REQD CUML VOL _ ('I `min) (IN/15min) (CFS) (CF) (CF) (CF) (CF) (CF) (C1') RC =20 ,'o ' I 1 3.7 0.074 0.229 0.070 63.0 63.0 0.0 '18.5 l o.o 4,Lb 2 =1.8 0.096 0.233 0.003 83.3 127.9 0.0 21.3 10.0 '106.5 3 5.'I 0.102 0.234 0.099 88.9 '105.11 0.0 24.3 ;' 0.0 171.1 -1 1.9 0.098 0.234 0.005 85.1 256.3 0.0 27.0 10.0 229.3 5 6.6 0.132 0.240 0.'131 117.9 347.2 Q.9 31.0 10.0 3'1Gx.2 6 7.3 0.1.16 0.243 0.'I =16 '131.8 147.0 0.0 35.5 110.0 412.5 7 0.-I 0.168 0.2.17 0.171 '154.3 566.8 0.0 40.7 1t 0.0 526.1 11 9.0 0.180 0.249 0.1185 16G.0 692.9 0.0 46.3 ; 1 o.D 646.G 9 '12.3 0.246 0.262 0.266 239.4 886.0 0.0 94.0 1 0.0 792.1 10 17.6 0.352 0,262 0.410 369.0 1'161.1 0.0 101.4 •' ! 0.0 1059. I'I 16.1 1 0.322 0.276 0.367 330.7 1390.4 0.0 107.5 0.0 '12(tM 12 -1.2 0.084 0.231 0.080 72.1 1355.0 0.0 106.6 ': 0.0 121 13.4 SHEET 1 01= 2 Fly: Jwc DA -1 -1=: 5/ I JKH J0D /1 01152 Tract 30375 - Madison & Ave 51 REF: LOT I - 3 I-Ir1100Yr - Trapezoid Retention - 20x'1'10 Top, 4:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAK STORAGE 1400.0 i2oo.o 1000.0 800.0 'sua.a - 400.0 100.0 0.0 --, 1; •2: •;3 4 5 0 7 8 0 10 1t 12 WATER DEPTH A R E A CHANGE (Avg) ..VOL IMPERV RET AREA (I =T) (SF) (SF) (CF) (CF) (SF) ELEV. I I (FT) (I =3') (FT) 0.00 D =5.00' (FT) 0 0 6916 D= =1.00' -3301 1652 6916 ELEVATION DATA D =3.00' :;31i -1 1104 2752 5264 FF Lot1 5'15.00 D =2.00' 0 976 '1712 25,12 Top 514.00 0=1.00' 12' 11 IJ48 800 800 WS '100 5.13.34 D =0.00' 0.1u j 0 0 1 Bottom 512.00 PEAK STORAGE 1400.0 i2oo.o 1000.0 800.0 'sua.a - 400.0 100.0 0.0 --, 1; •2: •;3 4 5 0 7 8 0 10 1t 12 SHEET PERIOD WATER DEPTH WATER SURFACE D= =1' -5' D= T -4' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTI I I ADJ.AREA ELEV. I I PERIOD WATER DEPTH WATER SURFACE D= =1' -5' D= T -4' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTI I AREA ADJ.AREA ELEV. (FT) (I =3') (FT) (FT) (F -r) (FT) (SF) (SF) (1= -r) I 0.00 0.00 0.00 0.00 0.00 0.08 442.82 44 2.8 2 512.00 2 0.110 0.00 0.00 0.00 0.1u 016 511.52 5'11.52 512.16 IPJc 3 0.00 0.00 0.00 0.00 0.2 =1 0.24 583.17 503.'17 512.21 II••IC: 4 0.00 0.00 0.00 0.00 0.32 0.32 647.66 647.66 512.32 11••10 5 0.00 0.00 0.00 0.013 0A3 0.43 743.08 743.98 51243 INC 6 0.00 0.00 0.00 0.00 0.5(i 0.56 850.02 850.82 512.50 IIdC 7 0.00 0.00 0.00 0.00 0.71 0.71 976.77 976.77 512.71 Ildc 8 0.00 0.00 0.00 0.00 0.87 0.87 1110.44 1110.441 512.87 IINIC 9 0.00 OAO 0.00 0.05 0.00 1.05 2255.49 225549 513.05 Ir1c •10 0.00 0.00 0.00 0.21 000 1.21 2432.83 2.132.03 513.21 11"4C I'I 0.00 0.00 0.00 0.34 0.00 '1.34 2580.73 2580.73 513.34 PEAK -12 O.t30 0.00 0.00 0.32 0.00 '1.32 2557.9'1 2557.9'1 513.32 2 01= 2 w ■w� wr �w _ rr__ w� -- w w� _ w -- �w �w ww ww w� w ww ww w■ �w Q, .,AGE HYDROGRAPH FOR 100 YEAR / 6 HR STORM RETENTION BASIN. rREPARED BY COACHELLA VALLEY ENGINEERS REF: LOT 1 - 6 Hr/100Yr - Trapezoid Retention - 20x1'10 Top, 4:1 Sideslope DATE: 51113!0-1 IO[] 1r n'1 152 Tract 30370 - Madison & Ave 5*1 fly: JWC TRIB AREA 1.0330 ACRES PERC.RATE 2.00 IN /HR ( 0.5 IN/15 Min) SOIL GROUP "A ", AMCII, R.I.= 32, R.C.= 23 -,Ilo, STORM VOLUME 2.25 IN /61-11; 100 YEAR/ 6 FIOUF--7 PLATE E -5.1 PERIOD PI:ECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 1 100 C Q VOL115 Min CUML VOL OTHER PERC115Min OTHER REQD CUML VOL (15rnin) 14 (IN/15min) (CFS) (CF) (CF) (CF) (CF) (CF) (C11 RC =20'% 1 1.7 0.038 0.222 0.035 31.6 31.6 0.0 17.1 0.0 1 -1.6 2 1.9 0.0.13 0.223 0.039 35.5 50.0 0.0 17.9 0.0 32.1 3 2.'11 0.047 0.224 0.0441 39.4 71.5 0.0 111.8 0.0 52.7 _ I 2 ? 0.050 0.224 0.046 411.3 94.0 0.0 19.8 0.0 74.2 5 2.,1 0.05 -1 0.225 0.050 45.2 119.4 0.0 20.9 0.0 011.5 6 2.4 0.05.1 0.225 0.050 45.2 '143.7 0.0 22.0 0.0 '121.7 7 2.4 0.054 0.225 0.050 45.2 166.9 0.0 23.0 0.0 143.9 8 2.5 0.056 0.226.. 0.052 117.2 191.1 0.0 24.1 0.0 167.0 9 2.6 0.059 0.226 0.055 49.2 216.2 0.0 25.2 0.0 191.0 10 2.7 0.0611 0.227 0.057 51.2 242.1 0.0 26.4 0.0 21 15 it I'I 2.8 0.063 0.227 0.059 53.2 269.0 0.0 27.5 0.0 241.1_ 12 3.0 0.0138 0.228 0.064 57.2 298.6 0.0 28.9 0.0 269.7 13 3.2 0.072 0.229 0.060 61.2 331.0 0.0 30.3 0.0 300.7 14 3.6 0.081 0.230 0.077 69.4 370.1 0.0 32.0 0.0 338.1 15 4.3 0.097 0.233 0.093 8 11.) 422.0 0.0 34.3 0.0 387.7 1(3 4.7 0.106 0.235 0103 92.5 480.2 0.0 3G.9 0.0 143.) 17 5. -1 0.122 0.238 0.120 107.6 550.9 0.0 40.0 0.0 510.'9 19 6.2 0.140 0.242 0.139 '125.3 636.2 0.0 43.8 0.0 592.4 19 6.9 0.155 0.214 0.157 141.2 733.6 0.0 48.1 0.0 685.5 20 7.5 0.1139 0.247 0.172 '15 5.0 840.6 0.0 92.0 0.0 74-1.13 21 '10.6 0.239 0.260 0.257 230.9 978.7 0.0 96.5 0.0 882.2 22 14.5 0.326 0.277 0.373 336.1 1218.3 0.0 102.9 0.0 1'1'15.4 23 3.1 0.077 0.230 0.073 65.3 1180.7 0.0 101.9 0.0 1071.1.11 2 -1 '1.0 0.023 0.219 0.020 18.3 1097.1 0.0 99.13 0.0 907.5 SHEET 1 OF 2 J W C -- - - -- - -_ -_- -- - I_lA fE: 5i t :1'11 -I .1013 A OI 152 Tract 30378 - Madison & Ave 51 REF: ILOT .1 - 6 1-h- 1100Yr - Trapezoid Retention - 20x,1'10 Top, 4:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PE,I<srollnGE --- -1=157 WATER CHANGE (Avg) VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) (SF) ADJ.AREA _ ELEV. (III) (FT) (FT) 0.00 D =5.00' (FT) 0 0 6916 D= 4.00' -330.1 1652 6916 ELEVATION DATA D =3.00' 3311.1 1104 2752 526.1 FF Lot S 515.90 D =2.00' ,., . . uil 976 , 1 %'I2 2512 Top 5-13.00 0=1.00' 12-1 8.10 800 800 WS 100 513.24 D =0.00' 376 1 0 0 Bottom 512.00 1200.0 1000.0 - -• - - - - - - !1, IiI 806.0 �- 600.0:.._ - _. -- • -• - -....- -- - - ._ �. i..1 � ;. , . :400.0•----- •- --._... - -•• - - -- 1l 20.0 •_ .. _. I I I I- -•I I �� M I T Ir ''1"'2'3 4 5 6'7 69 101112131 .1151G171U'10 20 21 23 23 2.1 PERIOD WATER DEPTH WATER SURFACE D= =1' -5' D= T -4' D= 2' -3' D=,['-2' D= 0' -1' DEPTH AREA ADJ.AREA _ ELEV. (III) (FT) (FT) (FT) (FT) (FT) (FT) (SF) (SF) (FT) 1 0.000 0.000 0.000 0.000 0.0.10 0.04 409.51 409.51 512.01 2 0.000 0.000 0.000 0.000 0.063 0.06 429.03 429.03 512.06 INC 3 0.000 0.000 0.000 0.000 0.089 0.09 451.79 451.70 5'12.09 INC 4 0.000 0.000 0.000 0.000 0.1 IT 0.12 475.63 475.63 512.12 INC 5 0.000 0.000 0.000 0.000 0.149 0.15 502.57 502.57 5'12.15 It,IC 6 0.000 0.000 0.000 0.000 0.1180 0.18 528.32 528.32 512.18 IIIC 7 0.000 0.000 0.000 0.000 0.209 0.2'1 552.94 552.9.1 512.21 INC 8 0.000 0.000 0.000 0.000 0.230 0.24 578.56 578.56 512.24 INC 9 (Too) 0.000 0.000 0.000 0.270 0.27 605.15 605.15 51'2.27 If•ic _ 10 0.000 0.000 0.000 0.000 0.303 0.30 632.67 632.67 5112.30 II,IC '11 0.000 0.000 0.000 0.000 0.336 0.3 -1 6611.10 661.10 512.31 IIlIC 12 0.000 0.000 0.000 0.000 0.373 0.37 692.52 692.52 512.37 INC 13 0.000 0.000 0.000 0.000 0.414 0.41 726.03 726.03 512.41 II•I(' I4 0.000 0.000 0.000 0.000 0.463 0.46 768.30 768.30 512.16 INC '15 0.000 0.000 0.000 0.000 0.528 0.53 823.37 823.37 512.53 II•IC '16 0.000 0.000 0.000 0.000 0.600 0.60 885.01 885.01 512.60 INC: 17 0.000 0.000 0.000 0.000 0.689 0.69 959.95 959.95 512.69 INC '18 0.000 0.000 0.000 0.000 0.795 0.80 1050.35 1050.35 512.1110 II•I(: .19 0.000 0.000 0.000 0.000 0.9'17 0.92 1153.59 1153.59 512.92 1r.IC 20 0.000 0.000 0.000 0.024 0,000 1.02 2226.15 2226.15 5'13.02 III-IC 21 0.000 0.000 0.000 0.101 0.000 1.10 2315.22 2315.22 513.10 It•IC: 22 1 0.000 0.000 0.000 0.21141 0.000 1.24 2469.72 24G9.72 513.24 PEAK 23 0.000 1 0.000 0.000 0.222 0.000 1.22 2445.47 2445.47 5'!3.22 DI=C 2 -1 1 (1.000 0.000 0.000 0.174 0.000 1.17 12391.60 2391.60 513.17 / /RCF! SHEET 2 OF 2 STORAGE HYDROGRAPH FOR 100 YEAR / 24 HR STORM RETENTION BASIN. 'PREPARED BY COACHELLA VALLEY ENGINEERS REF: LOT -1 - 24 Hr /'100Yr - Trapezoid Retention - 20x1'10 Top, 4:1 Sideslope DATE: 5i'13; 0.1 .Juts 11 o1 Tract 30378 - Madison & Ave 51 BY: IwC TRIES AREA 1.0330 ACRES PERC.RATE 2.00 IN/HR SOIL GROUP "A ", AMCII, R.I. = 32, R.C.= 23°-,,, STORM VOLUME 4.50 IN /24HR 00 EAR 2 UR P -5.1 PERIOD PRECIP INTENSITY IMPERV 'FLOW INFLOW OUTFLOW RETENTION 11100 C Q VOL /1 °Ir CUML VOL OTHER PERC /Hr OTHER REOD CUML VOL 1-11- °,;, (IN/1-1r) (CFS) (CF) (CF) (CF) (CF) (CF) (CI -) .1 1.2 0.054 0.225 0.013 45.2 45.2 0.0 70.7 0.0 0.0 2 1.3 0.0519 0.226 0.0'14 49.2 49.2 0.0 7'1.4 0.0 0.0 3 1.8 0.0811 0.230 0.019 69.4 69.4 0.0 74.9 0.0 0.0 -1 2.1 0.095 0.233 0.023 811.9 81.9 0.0 77.1 0.0 4.7 5 2.8 0126 0.239 0.031 '1'12.0 1'16.7 0.0 83.3 0.0 33.4 6 2.9 0.131 0.2 -10 0.032 116.4 149.8 0.0 89.1 0.0 60.7 7 3.8 0.171 0.247 0.044 157A 2'18.0 0.0 101.2 0.0 1'16.9 8 -1.6 0.207 0.254 0.054 195.8 3'12.6 0.0 117.9 0.0 19.1.7 9 6.3 0.28 -1 0.269. 0.079 283.5 478.2 0.0 147.1 0.0 331.0 10 8.2 0.369 0.285 0.100 391.2 722.3 0.0 '190.3 0.0 5 32. 0 'I'I 7.0 0.3'15 0.275 0.089 322.0 854.0 0.0 372.5 0.0 48'1.:5 12 7.3 0.329 0.277 0.094 338.9 1320.4 0.0 368.9 0.0 -15'1.5 13 '10.8 0.486 0.307 0.154 555.5 '1007.0 0.0 388.9 0.0 618.'1 'I =1 '1 1.4 0.513 0.312 0.166 59G.'I '12'14.2 0.0 111.2 0.0 803.0 15 10.4 0.168 0.304 0.'147 528.9 1332.0 0.0 423.8 0.0 908.1 '16 13.5 0.383. 0.288 0.1'14 %109.2 1317.3 0.0 122.3 0.0 895.11 '17 1.4 0.063 0.227 0.0'15 53.2 948.2 0.0 382.6 0.0 5(15.(1 '16 1.9 0.086 0.231 0.020 73.5 639.2 0.0 175.6 0.0 463.6 '19 1.3 0.059 0.226 0.014 X19.2 512.0 0.0 153.3 0.0 359.5 20 1.2 0.054 0.225 0.013 il5.2 404.7 0.0 134.2 0.0 270.6 21 I.'I 0.050 0.224 0.0111 41.3 311.9 0.0 117.0 0.0 194. *1 22 -1.0 0.045 0.221 0.010 37.4 231.5 0.0 103.6 0.0 120.0 23 0.9 0.0.111 0.223 0.009 33.5 161.5 0.0 91.2 0.0 70.3 2.1 0.8 0.036 0:222 0.008 29.7 '100.0 0.0 80.3 0.0 '19.7 SI -IEET 1 OF 2 DATE: 5/13/0.1 - - -- W%- _ JOB 11 0-1152 Tract 30378 - Madison & Ave 51 REF: LOT -1 - 24 I-Ir /-I00Yr - Trapezoid Retention - 20x'110 Top, 4 :1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAR STORAGE '1000.0 . 900.0 000.0..... -I I :.700.0 - - - - - - - -- - - - i 600.0 • 500.0 •_ __ __- .._.._ _ _ 400.0 - - -- 300.0 - - - - 100.0 - -- 9.0 7 0 9 1011121314151617181'0 20 2122 23 24 PERIOD WATER DEPTH CHANGE (Avg) VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) (SF) (1-IR) (FT) (1=T) (FT) (FT) (FT) 0.00 D =5.00' (SF) 0 0 6916 0=4.00' -3304 1652 69,16 ELEVATION DATA D =3.00' 1,5,10 -1 1'10 -1 2752 5261 FF Lot1 515.90 n =2.00' 220o 976 1712 2512 Top 514.00 D= '1.00' , -1 848 800 800 W S J 00 513.31 D=0.00' 376 428.14 0 0 Bottom 512.00 PEAR STORAGE '1000.0 . 900.0 000.0..... -I I :.700.0 - - - - - - - -- - - - i 600.0 • 500.0 •_ __ __- .._.._ _ _ 400.0 - - -- 300.0 - - - - 100.0 - -- 9.0 7 0 9 1011121314151617181'0 20 2122 23 24 PERIOD WATER DEPTH WATER SURFACE D= -1' -5' D= 3'4' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTH AREA ADJ.AREA ELEV. (1-IR) (FT) (1=T) (FT) (FT) (FT) (FT) (SF) (SF) (FT) I 0.000 0.000 0.000 0.000 0.057 0.06 423.95 423.05 512.06 2 0.000 0.000 0.000 0.000 0.0611 0.06 428.14 428.14 5'12.06 11 -IC 3 0.000 0.000 0.000 0.000 0.087 0.09 419.56 4,19.56 512.09 1(..1C 4 0.000 0.000 0.000 0.000 0.102 0.10 462.78 462.78 512.10 INC 5 0.000 0.000 0.000 0.000 0.1116 0.15 499.70 499.70 512.15 INC 6 0.000 0.000 0.000 0.000 0.187 0.19 534.77 534.77 512.19 INC 7 0.000 0.000 0.000 0.000 0.273 0.27 607.12 607.12 5'12.27 INC 8 0.000 0.000 0.000 0.000 0.391 0.39 707.39 707.39 512.39 INC 9 0.000 0.000 0.000 0.000 0.598 0.60 882.89 882.09 512.60 INC '10 0.()00 0.000 0.000 0.000 0.903 0.90 '1141.62 1141.62 512.90 IFIC .111 0.000 0.000 0.000 0.032 0.000 1.03 2234.81 2234.81 5.13.03 PEAK '12 0.000 0.000 0.000 0.012 0.000 1.01 2213.16 22'13.16 513.01 DEC '13 0.000 0.000 0.000 0.•12'1 0.000 1.12 2333.50 2333.50 513.12 INC 14 0.000 0.000 0.000 0.2 -12 0.000 1.24 2467.11 2467.11 513.21 II' -IC '15 0.000 0.000 0.000 0.311 0.000 1.31 2543.05 2543.05 _ 5'13.31 PEAK '16 0.000 0.000 0.000 0.302 0.000 1.30 2533.6'1 2533.61 513.30 DEC '17 0.000 0.000 0.000 0.007 0.000 1.09 2295.59 2295.59 513.09 DEC '18 0.000 0.000 0.000 0.000 0.799 U.8U 1053.51 1053.51 512.80 DEC 19 0.000 0.000 0.000 0.000 0.641 0.64 919.54 919.54 512.64 DEC 20 0.000 0.000 0.000 0.000 0.506 0.51 805.03 805,03 5'12.51 DEC 2'1 0.000 0.000 0.000 0.000 0.390 0.39 706.60 706.60 512.30 DEC 22 0.000 0.000 0.000 0.000 0.209 0.29 621.42 621.42 512.29 DEC 23 0.000 0.000 0.000 0.000 0.202 0.20 547.19 547.19 512.20 DEC 2-1 0.000 1 0.000 0.000 0.000 0.125 0.13 482.00 482.00 512.13 1 1112EF1 STORAGE HYDROGRAPH FOR 100 YEAR / 3 HR STORM RETENTION BASIN. PREPARED BY COACI•IELLA VALLEY ENGINEERS REF: LOT 2 - 3 Hill00Yr - Trapezoid Retention - 20010 Top, 4:1 Sidesiope DAYS: 5/13,10-1 .101311 01 152 Tract 30378 - Madison & Ave 5'1 DY: JWC TRIB AREA= 1.0450 ACRES PERC.RATE 2.00 IN /I -IR ( 0.5 INM5 Min) SOIL GROUP "A ", AMCII, R.I.= 32, R.C.= 23';�, STORM VOLUME 2.00 IN /3I-IR 100 YEARf 3 HOUR PAT -5.1 PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 11100 C Q VOL /15 Min CUML VOL OTHER PERC /15Min OTHER READ CIJML VOL (15min) °io (IN /15min) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) RC =20'%, 1 3.7 0.074 0.229 0.07.1 63.8 63.8 0.0 18.5 0.0 45.3 ? 4.8 0.096 0.233 0.094 84.2 '129.5 0.0 2'1.,1 0.0 '1()13.1 3 5.1 0102 0.234 0.100 89.9 198.1 0.0 24.4 0.0 '173.7 =1 4.0 0.098 0.234 0.096 86.1 259.8 0.0 27.1 0.0 232.6 5 6.6 0.132 0.240 0.132 119.2 351.0 0.0 31.2 0.0 :120.7 6 7.3 0.146 0.243 0.118 -133.3 154.0 0.0 35.7 0.0 = 1'18.3 7 8.4 0.168 0.247 0173 156.1 574.3 0.0 41.0 0.0 513.3 8 9.0 0.1180 0.2 =19 0187 168.7 702.0 0.0 46.7 0.0 655A 0 '12.3 0.246 0.262 0.269 2.12.2 897.6 0.0 9 -1.3 0.0 803.3 '10 17.G 0.352 0.282 0.415 373.3 '1176.6 0.0 101.8 0.0 1074.8 I'I 16.1 0.322 0.276 0.372 334.6 1409.3 0.0 108.0 0.0 11 130.1.3 12 •4.2 0.084 0.23.1 0.0811 73.0 1374.3 0.0 107.1 0.0 '12617.2 SI-ICE -'I" I OF 2 iiiiiw M.- ME_ NNL- =mL_ Mg_ m m 'm ImI Imi imiiiI m m imI m iiiIimiii m 1,3)': J W C DA1 E: 15/13104 JOB // 0'1'152 Tract 30378 - Madison & Ave 51 REF; LOT 2 - 3 Hr /'I00Yr - Trapezoid Retentio n - 20x110 Top, 4:'I Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAK STORAGE _bill A - CHANGE (Avg) VOL IMPERV RET AREA (FT) (SI -) (SF) (CF) (CF) (SF) ELEV. (FT) (FT) (FT) 0.00 0=5.00' (FT) 0 0 69'16 D= -1.00' -3:304 1652 60116 ELEVATION DATA D =3.00' ;::10-.1 1,104 2752 5264 FF LOH 516.10 D =2.00' 2 00 976 '1712 25'12 To) 5'111.20 D =1.00' I' -I 0 -18 800 800 WS 100 513.56 D =0.00' 376 0.16 0 0 Bottom 512.20 1400.0 1200.0 ,1000.0 800.0 soo.o 400.0 200.0 0.0 1. :'2, 3' 4 5 6 7 0 9 10 11 12 PE=RIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTH AREA ADJ.AREA ELEV. (FT) (FT) (FT) (FT) (FT) (FT) (Sq (SF) (FT) I 0.00 0.00 0.00 0.00 0.08 0.08 443.50 443.59 512.20 2 0.00 0.00 0.00 0.00 0.16 0.16 513.20 513.29 512.36 INC 3 0.00 0.00 0.00 0.00 0.25 0.25 585.95 585.95 512.45 1hlC, 4 0.00 0.00 0.00 0.00 0.32 0.32 651.37 65'1.37 5'12.52 INC 5 0.00 0.00 0.00 0.00 0.44 0.4.1 7,18.98 748.98 5'12.64 INC 6 0.00 0.00 0.00 0.00 0.57 0.57 857.22 057.22 512.77 II•IC 7 0.00 0.00 • 0.00 0.00 0.72 0.72 904.78 98.1.70 512.92 INC 0 0.00 0.00 0.00 0.00 0.80 0.80 1120.16 1120.16 5'13.013 INC 0 0.00 0.00 0.00 0.06 0.00 1,06 2262.93 2262.93 513.26 11.1C '10 0.00 0.00 0.00 0.22 0.00 1.22 2.142.04 2442.84 513.42 IFIC -0.00--1-- 0.00 __0.00- __ _,0.36 _ 0.00 1.36 2592.94 2592.94 513.5G PEAK '12 0.00 1 0.011 1 0.00 0.34 0.00 •1.3 -1 2570.34 2570.34 513.51 SHEET 2 OF 2 STORAGE HYDROGRAPH FOR 100 YEAR / 24 FIR STORM RETENTION BASIN. PREPARED BY COACI °IELLA VALLEY ENGINEERS RE17: LOT 3 - 24 I- Ir /100Yr - Trapezoid Retention -2-Ix 06 Top, 3:1 Sideslohe I J 113 it o I I s 2 Tact 30376 - Madison & Ave 51 r;',': JWC. TRID AREA 0.8650 ACRES PERC.RATE 2.00 IN/1-1 R SOIL GROUP "G ", AMCII, R.1.= 56, R.C. == 1111144, STORM VOLUME '1.50 IN /2=11 -IR 00 AR R -5.13 PEr.IOn_ PrECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION I '100 C Q VOLII Ir CUML VOL -(CF) OTHER PERCII-Ir OTHER rEQD CUML VOL illr) °.�, (1rJlllr) (CFS) (C1=) (CF) (CF) (CF) (CF) .I 1.2 0.05 -1 0.2.17 0.0'12 41.5 11.5 0.0.. 115.0 0.0 0.0 2 1.3 0.050 0.2.19 0.013 115.4 15.4 0.0 1'15.3 0.0 0.0 3 1.0 0.001 0.261 0.010 G5.7 65.7 0.0 117.3 0.0 0.0 -1 2.1 0.095 0.267 0.022 70.13 70.6 0.0 '118.5 0.0 0.0 5 2.5 0.126 0.283 0.031 111.0 '1 '11.0 0.0 121.6 0.0 I).0 i5 2.9 0.13'1 0.285 0.032 115.9 '1111.9 0.0 '122.1 0.0 0.0 7 3.13 0.171 0.306 0.015 '162.7 '162.7 0.0 126.5 0.0 3fi.2 0 -1.6 0.207 0.324 0.050 200.5 2141.7 0.0 131.3 0.0 'I '10.3 6.3 0.28.1 0.362 0.009 319.4 429.7 0.0 '152.0 0.0 2%7.7 10 0.2 0.360 0.405 0.'129 4641.11 742.5 0.0 '101.8 0.0 560.7 11 7.13 0.3'15 0.378 0.103 370.3 931.0 0.0 199.0 0.0 731.2 1 7.3 0.329 0.3841 0.'109 393.1 1'124.2 n.0 310.5 0.0 605.7 '10.8 0.4136 0.463 0.'195 700.7 '1506. -I 0.0 353.5 0.0 '11529 I I '11.4 0.513 0.477 0.2'11 761.2 '19'1'1.'1 0.0 390.9 0.0 1523.2 _ 10. =1 0.-168 0.451 0.1841 661.6 2'181.9 0.0 •115.7 0.0 1769.2 .16 8.5 0.303 0.111 0.136 109.0 2259.1 0.0 422.5 0.0 'I It 36.6 .17 1.1 0.063 0.252 0.014 -19.3 '1805.9 0.0 380.3 0.0 '1 :197.7 .113 '1.9 0.066 0.263 0.019 70.0 '1567.6 0.0 359.1 0.0 '1208.5 13 1.3 0.059 0.249 0.0'13 45.4 '1253.9 0.0 330.4 0.0 023.5 0.05 -1, _ 0.2417 0.012 41 I.5 065.0 0.0 303.9 0.0 661.1 2'11 I.I 0.050 0.245 0.010 37.7 690.8 0.0 177.7 0.o 521.2 1.0 0.0.15 0.243 0.000 31.0 555.1 0.0 iG -1.0 0.0 391.2 3 0.9 0.0.1'1 0.240 0.008 30.3 121.5 0.0 151.2 0.0 27n.3 2.1 0.0 0.036 0.238 0.007 26.7 297.0 0.0 139.3 0.0 157.6 SI-ICE1- 'I OF 2 ..� • ��- �- �� �� �� � � - � � � � � � � � IIIIIIII• � � ........_._ ..IW.; -... .1013Ir 01.152 Tract 30378 - Madison & Ave 5'1 (\'EF: LOT 3 - 24 I-Ir /'I00Yr - Trapezoid Retention -21x 86 Top, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS I ' PEAT: STORAGE - WATER D.EPTI-I -2032 1310 5971 IMPERV RET D= 0' -'I' -.000:0 _6.)3'' 826 CHANGE (Avg) VOL AREA D =2.00' 1600..0' (FT) (SF) (SF) (CF) (CF) (SF) 0.00 53.1 033 _ WS 100 5'14.88 D =0.0n' 666 0 512ao.o D =5.00' 5.13.00 0 0 5971 ELEVATION DATA 0.045 :1000:0 689.77 689.77 513.01 2 0.000 0.000 0.000 0=4.011 WATER D.EPTI-I -2032 1310 5971 D= 'I' -2' D= 0' -'I' D =3.00' _6.)3'' 826 2210 4655 FF Lot 3 516.90 D =2.00' '1006 6 606 '1503 2436 To J3 515.00 0=1.00' 53.1 033 933 WS 100 5'14.88 D =0.0n' 666 0 0 Bottom 5.13.00 0.000 0.000 0.000 0.000 0.045 0.04 689.77 ,yuu;u 200.0 . �0,0 1 2,'•3,4'5'6 7 6'0 10 11 '12 13 14 15 111 17 111 19 211 21:_+23 -1 PERIOD WATER D.EPTI-I WATER SURFACE D= =1' -5' D= T --1' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTH AREA ADJ.AREA ELEV. (FT) (FT) (1=T) (FT) (FT) (SF) (SF) (FT) I 0.000 0.000 0.000 0.000 0.045 0.04 689.77 689.77 513.01 2 0.000 0.000 0.000 0.000 0.0 -19 0.05 69'1.99 691.99 513.05 II'IC 3 0.000 0.000 0.000 0.000 0.070 0.07 703.61 703.61 513.07 INC •1 0.000 0.000 0.000 0.000 0.08.1 0.08 711.01 711.01 513.00 IIIC 5 0.000 0.000 0.000 0.000 0.119 0.12 729.55 729.55 513.12 11-IC 6 0.000 0.000 0.000 0.000 0.121 0.'12 732.35 732.35 5'13.'12 R IC 7 0.000 0.000 0.000 0.000 0.174 0.17 759.11 759.11 513.17 HAC 8 0.000 0.000 0.000 0.000 0.262 0.26 006.05 806.05 513.26 II•IC 9 (1000 0.000 0.000 0.000 0.4G 1 0.46 9'11.94 911.94 513.46 IP"IC •10 0.000 0.000 0.000 0.000 0.796 0.60 1090.97 1090.97 5'13.80 INC I'I 0.000 0.000 0.000 0.000 0.0911 -1.00 11198.81 '1'198.8 =1 514.00 11144 1_1 0.000 0.000 0.000 0.127 0.000 1.13 1911.10 1911.10 511.13 INC 13 0.000 0.000 0.000 0.342 0.000 1.38 2'121.14 2'12'1.'14 514.38 1 F•1C 1 -1 0.0170 0.000 O.Ono 0.653 0.000 1.65 2315.18 2345.'18 514.65 11,10 15 0.000 0.000 0.000 0.833 0.000 1.03 2,193.99 2493.99 514.83 1111C I G 0.000 0.000 0.000 0.882 0.000 1.88 2534.76 2534.76 5.14.84 PGAK 17 0.000 0.000 0.000 0.634 0.000 1.63 2329.70 2329.70 51 4.63 DI_C 111 0.000 0.000 0.00(j 0.422 0.000 1.42 2154.713 2154.76 5'11.42 r)EC '19 0.000 0.000 _ 0.000 0.213 0.000 1.2.1 '1982.35 1982.35 514.21 Drc 20 O.OI]0 0.000 0.000 0.021 0.000 -1.02 1823.60 1823.G0 5111.02 nEc 21 0.000 0.000 0.000 0.001] 0.7.19 0.75 1065.97 '1065.97 513.75 DEC 22 0.000 0.000 0.000 0.000 0.595 0.60 983.73 983.73 5'13.60 DEC Z 1 0.000 0.000 0.000 0.000 0.4.52 0.45 907.24 907.21 5'13.4 5 1.11 =C ?•t 0.000 0.000 0.000 0.000 0.318 0.32 635.97 635.97 513.32 1 /REI=! STORAGE HYDROGRAPH FOR 100 YEAR / 3 FIR STORM RETENTION BASIN. PREPARED 13Y COACHELLA VALLEY ENGINEERS RPF: LOT 3 - 3 Hill00Yr - Trapezoid Retention -21x86 Top, 3:1 Sideslope 7r.,.�o -I li ti1:11/ 01 152 Tract 3037£3 - Madison $ Ave 5.1 JVVdC TRIB AREA = 0. 13 65 0 ACRES PERC.RATE 2.00 1N /I-IR ( 0.5 IN /15 Mir SOIL GROUP "13 ", AMCII, R.I.= 32, R.C.= 2:S "r.,, STORM VOLUME 2.00 IN131-IR 00 AR 3 R PLATE E-5.2 PE=RIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETE=NTION I '100 C Q VOLI'15 Min CUML VOL OTHER PERCI'15Min OTHER READ CUML VOL (I.inlin) `f (IN /'15min) (CFS) (CF) (CF) (CF) (CF) (CF) (CI-) - -- - Rt✓ =10"u 1 1.7 0.07 -1 0.257 0.066 59.2 59.2 0.0 20.2 0.0 30.1 -1.G 0.096 0.268 0.089 80.1 110.2 0.0 30.1 0.0 70.11 3 5.'I 0.102 0.27'1 0.09G 86.1 '165.9 0.0 31.7 0.0 -1 1.9 0.098 0.269 0.091 82.1 2'16.3 0.0 32.9 0.0 '18:1.1 6.1i 0.'132 0.286 0.131 1'17.6 300.9 0.0 3 4.9 0.0 2136.0 G 7.3 0.'1.16 0.293 0.'1-18 '133.2 399.2 0.0 37.3 0.0 361.0 7 8. -I 0.'168 0.301 0.'177 159.0 521.0 0.0 10.2 0.0 11110.8 ;i 9.0 0.•100 0.310 0.'193 '173.8 654.6 0.0 43. %I 0.0 6111.2 9 12.3 0.2 -16' 0.343 0.292 262.8 073.9 0.0 118.6 0.0 1125.4 10 '17.6 0.352 0.396 0.402 431.1 '1259.1 0.0 1 02.7 0.0 'I '17G.7 11 16.1 0.322 0.301 0.421 382.0 '1554.7 0.0 89.6 0.0 14 69. 2 12 1.2 0.08 -1 0.262 0.07G 68.5 1537.7 0.0 89.1 0.0 1- 1.11.1.(1 SI-11 --E -I- 'I OF 2 .Iwr .1013 -ii Tract 30378 - Madison & Ave 51 REF: LOT 3 - 3 1 -Ir /'I OOYr - Trapezoid Retention -2'I x86 Top, 3:1 Sicleslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS :.,.:.,: r •PEAKSTORAGE T . _ CHANGE - (Avg) VOL IMPERV RET AREA (Fl-) ( s F)) (Sr-) (CF) (Cr-) (SF) ELEV. (1-T) (FT) (FT) 0.110 (F1-) (FT) 0 0 5971 -2632 1316 597.1 ELEVATION DATA D =3.00' 26:12 826 2219 1655 FF Lot3 5'16.90 _ D= 2.00' 1600 6013 '1503 2,136 Top 5'15.00 D =1.00' 12c) 53 -1 933 933 WS -100 594.42 1-1=0.00' 613(; 0.12 0 0 Bottom 5'13.00 ;1 Q•• 'i:�oo.a • 1200.0' - 800,.0:: °• 200.0 ' p'p: 1.i r PERIOD WATER DEPTH WATER SURFACE D= •1' -5' D= 3' -4' D= 2' -3' D= 1' -2' D= 0' -'I' DEPTH AREA ADIAREA ELEV. (1-T) (FT) (FT) (FT) (F1-) (FT) (SF) (SF) (1"T) I 0.00 0.00 0.00 0.00 0.06 0.06 699.90 699.90 513.06 2 0.00 0.00 0.00 0.00 0.12 0.12 729.06 729.06 5'13.'12 INC 3 0.00 0.00 0.00 0.00 0.'10 0.113 760.94 760.94 51318 111](1 1 0.00 0.00 0.00 0.00 0.23 0.23 709.76 789.78 513.23 11 I 5 000 0.00 0.00 0.00 0.32 0.32 838.23 838.23 513.32 11 -.1 c 0.00 0.00 0.00 0.00 0.13 0.43 89.1.413 894.-10 513.43 II.IC 7 0.00 0.00. 0.00 0.00 0.56 0.50 064.17 964.17 5.1 3.56 RIC 8 0.00 0.00 0.00 0.00 0.70 0.70 '1040.63 •1010.63 513.70 9 0.00 0.00 0.00 0.00 0.9.1 0.0 --1 1'I G6.20 1'166.20 513.94 1 11--lC •10 0.00 0.00 0.00 0.22 0.00 1.22 1005.30 1085.39 514.22 III-IC '11 0.00 0.00 0.00 1 042 0.00 1.42 2'149,R8 2149.88 5'1.1,4'2 PEAK '12 0.00 0.00 0.00 0.40 0.00 1.40 2.138.3.1 2138.3'1 511.40 SHEET 2 OF 2 STORAGE HYDROGRAPI-I FOR 100 YEAR / G HR STORM RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS I %EF: L LOT 3 - 6 Hr /'I OOYr - Trapezoid Retention -2'I x'1'10 Tole, 3:'I Sicleslohe .063 P 1)1152 Tact 30373 - Madison & Ave 51 I.W. JWC TRIB AREA 0.8650 ACRES PERC.RATF_ ?.0O IN /FIR ( 0.5 IN /'15 Min) SOiL GROUP "A ", AMCII, R.I.= 32, R.C.= 2tl °,;, STORM VOLUME 2.25 Il1/61-IR ETITFC)i-M -5. PERIOD PRECIP INTENSITY IMPERV . FLOW INFLOW OUTFLOW RETLI.ITION I '100 C Q VOL /15 Min CUML VOL OTHER PERC /15Min OTHER REM) CUMI- VOL ",, (IN/'I 51 -11in) (CFS) (CF) (CF) (Cl =) (CF) (CF) (CI =) RC =20 °/,) -- -- I '13 0.038 0.198 0.026 23.6 23.6 0.0 28.3 0.0 0.0 _ 2 1.9 0.11-13 CIA 99 0.029 26.5 26.5 0.0 28.4 0.0 0.0 3 2.'1 0.047 0.200 0.033 121 9.5 29.5 0.0 28.5 0.0 1.0 -1 2.2 0.050 0.201 0.03.1 311.0 32.0 0.0 20.5 0.0 3. 2.4 0.054 0.202 0.038 :13.0 37.4 0.0 28.6 0.0 111.8 6 2A 0.054 0.202 0.038 33.0 42.7 OA 28.8 0.0 1A.0 -_- 7 2.•1 0.05.1 0.202 0.038 33.9 47.9 0.0 20.9 0,0 i 2.5 0.056 0. 202 0.039 35.4 54.5 0.0 29.0 0,0 25.4 9 _'.6 0.059 0. ^_03 0.0.11 37.0 6'324 0.0 20.2 0.0 3 :1.1 10 2.7 0.001 0.203 0.043 '38.5 71.6 0.0 20.5 0.0 41'2.2 I I 2.0 0.063 0'.204 0.0.14 40.0 82.1 0.0 29.7 0.0 52;I .12 3.0 0.068 0.205 0.0.18 =13.1 95.5 0.0 30.0 0.0 (:)5.5 '13 3.2 0.072 0.206 0.051 -16.2 '111.6 0.0 30.4 0.0 111.2 I -I 3.6 0.031 0.208 0.058 5 2.4 133.6 0.0 30.9 0.0 '10:.7 -1.3 0.097 0.211 0.071 63.7 166.3 0.0 31.7 0.0 '1:1.1.1:1 'I ii -1.7 0.106 0.213 0.078 70.2 204.9 0.0 32.6 0.0 '172.2 17 5.4 0.122 02'17 0.0911 82.0 25.1.2 0.0 33.8 0.0 210.41 'IS cl.2 01,10 0.221 0107 515.9 316.3 0.0 35.3 0.0 2151.0 19 6.9 0.155 0.2241 0.120 '108.41 309.4 0.0 37.0 0.0 35'2'.;1 0 - - - -7.5- - - -0:169 0.227 0.133 1'19.4 1171.7 0.0 39.0 0.0 4:12. '10.6 0.239 0.2412 0.200 1801 612.8 0.0 42.4 0.0 570.41 ^2 1 -1.5 0.326 0.262 0.295 265.9 836.3 0.0 '17.7 0.0 71111.6, 3A 0.077 0.207 0.055 49.3 837.9 0.0 47.7 L-1:01 790.2 ?•1 I.0 0.023 0.195 0.0'15 13.7 003.8 0.0 46.9 7!'3(.'3.1 S1►EE1' 1 OF IRATE: 71'_'(!11!•1 .100 ,l 011 52 Tract 30378 - Maclisoll & Ave 5.1 IREF: L.OT 3 - G I-Ir /-100Yr - Trapezoid Rotention - 2.1x•1'10 Top, 3 :1 Sicleslope I�ETEt�11'IO1%1 BASIN STORAGE AND DEPTH CALCULATIONS PEAK STORAGE 800.0 WATER CHANGE (Avg) cum _ VOL IMPERV RET AREA (F-T) (SF-) (SF) (CF-) (CF) (SF-) ADJ.AREA ELEV. 700.0.._---- (F--r) (I T) 0.00 ^_ D= 5.011 (I- -r) 0 0 5971 n= •1.00' 2632 Ia1n 5971 ELEVATION DATA D =3.00' ^_632 026 '1 ?19 1655 FF Lot 3 5'16.90 D =2.00' IJOu 606 1503 2436 Tot) 5.15.00 D= 1.00' 1201.1 53 -1 933 933 WS 'IQO 513.09 I1 =0.00' 6111.1 I 1 n 0 Bottom 513.00 800.0 WATER DEPTH WATER SURFACE n= 4' -5' D= 3' -4' D= 2' -3' D= '1' -2' D= 0' -•I' DEPTH AREA ADJ.AREA ELEV. 700.0.._---- (F--r) (I T) (FT) (Fr) (I- -r) .__ (SF) -__. (F7) 600:0 � - � -• - - - - - 0.000 0.025 0.03 •t.... II 513.03 I ' � 500.0 -• -•_ - •.� 0.11211 _ 681.19 _ 513.03 1111 3 0.000 0.000 ( � ? I 0.000 0.032 0.03 6102.88 GUM 513.03 IP1C -1 0.000 0.000 0.000 0.000 0.031 0.03 / I i ?00.0 513.03 II-IC 5 0.000 0.not) 0.000 0.000 0.0.10 0.0.1 607.12 687.42 513.01 1110 u 0.ono 0.000 0.000 0.000 0.046 0.05 690.16 690.46 513.05 If-Ii' 7 _ nsion 0.000 0.000 0.000 0.051 0.05 693.12 693.42 513.05 IIIC 8 U.1100 r- i--- 0.000 m- 0.058 0,06 �I- r- I- I ... I- I Lit. - . --; -:- ... •�., 2: •3 ••1 6 6 •.7 • 8 9 10 11 12 17 1,1 •15 la 17 M 1:) '_u 21 21 _2 2•I PERIOD WATER DEPTH WATER SURFACE n= 4' -5' D= 3' -4' D= 2' -3' D= '1' -2' D= 0' -•I' DEPTH AREA ADJ.AREA ELEV. (F--r) (I T) (FT) (Fr) (I- -r) (1=T) (SF) (5F) (F7) '1 0.000 0.000 0.000 0.000 0.025 0.03 679.53 670.53 513.03 2 0.000 0.000 0.000 0.000 0.11211 0.03 681.19 6181.19 513.03 1111 3 0.000 0.000 O.Ot10 0.000 0.032 0.03 6102.88 GUM 513.03 IP1C -1 0.000 0.000 0.000 0.000 0.031 0.03 68 -1.31 601.31 513.03 II-IC 5 0.000 0.not) 0.000 0.000 0.0.10 0.0.1 607.12 687.42 513.01 1110 u 0.ono 0.000 0.000 0.000 0.046 0.05 690.16 690.46 513.05 If-Ii' 7 _ nsion 0.000 0.000 0.000 0.051 0.05 693.12 693.42 513.05 IIIC 8 U.1100 0.000 0.000 0.000 0.058 0,06 697.18 697A 513.06 11AC, 9 0.000 0.000 0.000 0.000 0.067 0.07 701.70 701.70 513.07 IIIC 10 0.000 0.000 0.000 0.000 0.077 O.n8 706.99 706.99 513.011 IIIC 1'I 0.000 0.000 0.000. 0.000 0.088 0.09 713.02 713.02 513.09 11-R, '12 0.000 0.000 0.000 0.000 0.102 0.10 720.66 720.66 513.10 II.1i; 13 o.noo 0.000 0.000 0.000 0120 0.12 729.119 729.89 513.12 11.11. I.1 0.000 0.000 0.000 0.000 0.113 0.'14 742.48 712.48 513.'1 =1 1110 '15 0.000 0.000 0.000 0.000 0.'178 0.10 761.21 761.21 513.10 IIIC 'I ri 0.000 0.000 0.000 0.000 0.220 0.22 703.25 703.25 513.22 ItdC _ '17 0.000 0.000 0.000 0.000 11.272 0.27 811.50 811.50 5.13.27 IIIC I8 n.n1:1n 11.1100 0.000 0.000 0.339 0.417 0.34 047.02 847.02 513.34 II-IC 19 0.000 0.000 0.000 0.000 0.42 808.85 888.85 51:5. =1'L WIC 20 0.000 0.000 0.000 0.000 0.506 0,51 935.06 035.96 513.51 IIaC _ 21 0.000 0.000 0.000 0.000 0.657 0.66 1016.71 1010.71 513.610 II--IC 22 0.000 0.000 0.000 0.000 0.096 0.90 '1144.68 1'14-.68 5.13.90 INC 23 0.000 0.000 0.000 0.000 0.098 0.90 1145.58 1145.50 513.90 PFAK 2.1 0.000 uno 0.000 0.000 0.062 0.06 1126.08 11,6.08 513.116 IIRI=F! SHEET 2 OF 2 STORAGE HYDROGRAPH FOR 100 YEAR/ 24 HR STORM RETENTION BASIN. PREP AI�EU BY COACHELLA VALLEY ENGINEERS hEF: LOT- - 24 I-Ir /100Yr - Trapezoid Retention - 21x100 Top, 3:1 Sicleslope, 2 ft max clef Jell 11 01152 Tact 30378 - Madison & Ave 51 TRIB AREA 1.0790 ACRES PERC.RATE ?.00 IN /I-'IR SOIL GROUP "13 ", AMCII, R.I.= 56, I;.C.== !'1`;i,, STORM VOLUME 4.50 IN /2=1!-11; 00 AR 21 R PLATE E-5,6) PERIOD PrECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RE-TEwrior1 1 100 C Q VOL11•Ir CUML VOL OTHER PERCII-Ir OTHER READ CUML VOL (IIr) 9.11) (IN /t-Ir) (CFS) (CF) (C1=). (CF) (CF) (CF) (CF) I 1.2 0.051 0.247 0.0'14 51.0 51.0 0.0 136.0 G.0 0.0 1.3 0.059 0.219 0.0116 SG.G i6.G 0.0 137.3 0.0 0.0 3 1,8 0.06'1 0.261 0.023 62.0 02.0 0.0 139.7 0.0 0.0 .1 2.1 0.095 0.267 0.027 98.1 90.11 0.0 141.2 0.0 0.0 :i 2.6 0.126 0.2133 0.030 '138.5 130.5 0.0 145.0 0.0 0.0 2.9 0.'131 0.285 0.0.10 14.1.6 *144.6 0.0 115.5 0.0 0.0 7 3.8 0.171 0.306 0.056 202.9 202.9 0.0 151.0 0.0 51.9 13 1.6 0.207 0.321 0.072 260.1 3121 0.0 161.2 0.0 150.0 0 6.3 0.20.1 0.362 - 0.11 ,I 1I 390.4 549.2 0.0 '103.4 0.0 365.9 '10 0.2 0.369 0.105 0.'1 G11 579.8 945.G 0.0 220.5 0.0 725.2 I'I 7.0 0.315 0.370 0.128 46'1.9 '1'107.1 0.0 357.6 0.0 1120.5 12 7.3 0.329 0.30 -1 0.136 •190.3 '13'19.0 0.0 369.2 0.0 950.6 '13 '10.0 0.486 0.463 0.2.13 074.1 '1824.7 0.0 413.5 0.0 '1,111.2 I •I VIA 0.5'13 0.477 0.264 949.5 2360.7 0.0 460.5 0.0 "19(lo.2 15 '10.4 0.4130 0.454 0.229 025.3 2725.5 0.0 492.5 0.0 22:32.!1 '16 8.5 0.303 0.411 0.170 6*1.1.0 2844.0 0.0 502.9 (1.0 2311.0 '17 1.4 0.063 0.252 0.017 6.1.5 2.,102.6 0.0 464.2 0.0 19:30.1 'Iri 1.9 0.086 0.263 0.021 87.3 2025.6 0.0 431.1 0.0 '159,1.5 '19 '1.3 0.059 0.2 -19 0.0'16 56.6 '165'IA 0.0 398.3 0.0 1252.9 I) 1, 2 0.054 0.247 0,014 511.0 1301.7 0.0 367.9 0.0 936.8 21 1.'I 0.050 0.2151 -- 0,0'13 17.1 903.9 OA 224.0 0.0 759.0 ?-) 1.0 0.045 0.243 0.012 12.1 802.2 0.0 207.0 0.0 595.2 23 0.9 0.011 0.2.10 0.010 37.0 (333.0 0.0 191.2 0.0 4 41. 7 2.1 0.8 0.036 0.238 0.009 33.3 475.0 0.0 176.1 0.0 290.6 SHEET '1 01= 2. D., I'E: 7 1_8/0 -1 - - - -- 1i-�11 Il 01 152 Tract 30378 - Madison & Ave 5.1 REF: 11-OT d - 24 Hr /'I00Yr - Trapezoid Retention - 21x100 Top, 3:1 Sideslope, 2 ft max depth RETENTION BASIN STORAGE AND DEPTH CALCULATIONS - - - -v�- _``'' PEAT: STORAGE �'^-•�'°�• ?2500,0 ' - 2000'.0 - 1500.0 1000.0 i.: .. . "•1 "•23- 4:'5:6'.7. 0' 9'101112.131!1 :15 16 17 10 1020 221 =2 .3:!4 rc_ 1:101) WATER DEPTH WATER SURFACE D= 4' -5' D= 3' - -r' D= 2' -3' D= •I' -2' D= 0' -•I' DEPTH AREA ADJ.AREA ELEV. j► Ifs) (FrI (FT) I ' (FT) (FT) (FT) (SF) (SF) (F1') `- 1 O.Onn 0.000 0.000 0.000 O.n•17 0.05 821.08 821.00 0.05 2 0.000 0.0nn i.: .. . "•1 "•23- 4:'5:6'.7. 0' 9'101112.131!1 :15 16 17 10 1020 221 =2 .3:!4 rc_ 1:101) WATER DEPTH WATER SURFACE D= 4' -5' D= 3' - -r' D= 2' -3' D= •I' -2' D= 0' -•I' DEPTH AREA ADJ.AREA ELEV. j► Ifs) (FrI (FT) (F -r) (FT) (FT) (FT) (SF) (SF) (F1') `- 1 O.Onn 0.000 0.000 0.000 O.n•17 0.05 821.08 821.00 0.05 2 0.000 0.0nn 0.000 0.000 0.051 0.05 023.79 823.79 0.05 llAc _ 3 Moo 0.000 0.000 0.000 0.07.1 0.07 838.01 030.01 0.07 11.1c •1 1).0111) 0.000 0.000 0.000 0.01.10 0.09 847.06 817.06 0.09 111c 5 0.000 0.000 0.000 0.000 0.126 0.13 069.75 1169.75 0.13 114C G 0.000 0.000 0.000. 0.000 0131 0.13 873.16 873.16 0.113 II••IC 7 0.000 0.000 0.000 0.000 0.18:1 0.10 905.90 905.90 0.18 II•IC 0 0.000 0.000 0.000 0.000 0.283 0.20 967.16 967.16 0.20 111c 9 0.000 0.000 0.000 0.000 0.499 0.50 '1100.29 1100.29 0.50 II' -IC i Q 0.000 0.000 0.000 0.000 0.859 0.86 1322.79 1322.79 0.86 V IC _ 11 0.000 0.000 0.000 0.0119 0.000 1.05 2115.32 21115.32 1.05 i III-1c '12 0.000 0.000 0.000 0.125 o.ono 1.12 22.15.22 2215.22 IIdC -13 O.noo 0.000 0.000 0.4.12 0.000 1.11 2101.02 2,101.02 _1.12 1.11.1 11•'IC 14 0.000 0.000 0.000 0.710 0.000 1.72 2763.23 27G3.23 1.72 11,1C: '15 0.000 0.000 0.000 0.926 0.000 1,93 2955.29 2955.29 1.93 Ih•1c Ili 0.000 0.000 0.000 0.993 0.000 -1.99 3017.G7 3017.67 5'15.49 PEAK 17 0.000 0.000 0.000 0.000 0.742 0.000 1.711 2785.20 2705.28 1.74 DEC 18 0.000 0.000 U.521 0.000 1.53 2506.0.1 95M 11.1 1.53 DEC _ '19 0.010 0.000 0.000 0.313 0.000 '1.3.1 2389.61 2389.64 1.31 f)17:C; 20 0.000 0.000 0.000 0.1'16 0.000 1.12 2207.23 2207.23 '1.•12 DGC 211 0.000 0.000 0.000 0.000 0.0911 0.89 1314.25 1341.25 0.09 IIEC: 23 0.000 0.000 0.000 0.000 0.729 0.73 1242.20 '1242.28 0.73 DEC 23 8.000 0.000 0.000 0.000 0.575 0.57 1147.28 1.147.20 0.57 DCC _ 24 0.000 0.000 0.000 0.000 0.431 0.43 1058.63 1058.63 0.43 11REF1 STORAGE HYDROGRAPH FOR 100 YEAR / 3 HR STORM RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS REF: CLOT 1- 3 I- Ir1100Yr -Trapezoid Retention -2,1 x'100 Top, 3:1 Sides Iope rl!"'I r :: 7r2"; �:;G-I .1uCs;L 0.1152 Tract 3037£ - Madison & Ave SI JVVc TRIB AREA= '1.0790 ACRES PERC.RATE 2.00 IN 11 -IR ( 0.5 IN /15 SOIL GROUP "U ", AMCII, R.I.= 32, R.C.= 2 :31'4,, STORM VOLUME 2.00 N/31-IR 100 EAR 3 . UR /TL- -5.2 PEE R101D PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION I '100 C Q VOL115 Min CUML VOL OTHER PERC /15Min OTHER REQII CUML VOL (151-110) °X) (IN /,I5min) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) RC =20iu 1 3.7 0.07 -1 0.257 0.002 73.9 73.9 0.0 34.7 0.0 39.1 4.8 0.006 0.268 0.11'11 99.9 '130.1 0.0 36.3 0.0 'IC1'_'.0 _ 3 5.'1 0.102 0.271 0.11'19 '107A 2'10.2 0.0 37.9 0.0 173.3 -I 4.9 0.098 0.269 0.11.1 102.4 2713 0.0 39A 0.0 235.3 _ 5 GA 0.13'2 0.206 0.163 116.6 301.9 0.0 41.9 0.0 3 -10.0 6 7.3 0.1 =16 0.293 0.105 166.2 506.1 0.0 44.0 0.0 461.3 a.--I 0.160 0.301 0.220 190.4 659.7 0.0 X10. -1 0.0 611.3_ 8 9.0 0.180 0.3'10 0.241 216.7 D20.0 0.0 52A 0.0 775.6 :� 12.3 0.2 -16 0.343 0.364 327.0 1103.{ 0.0 07.fi 0.0 IOI:i.e It? '17.6 0.352 0.396 0.602 541.5 '1557.3 0.0 97.5 0.0 1459.0 II 'I GA 0.322 0.301 0.529 -176.5 1936.3 0.0 105.0 0.0 •I 11:]0.5 -12 -1.2 0.004 0.262 0.095 05.5 19'16.0 0.0 '105.4 0.0 '1010.6 SHEET 1 0172 BY: J W c .100 Y o 115_' Tract 30378 - Madison & Ave 5'1 REF: It -OT =I- 3 1 -Ir /'I OOYi- - Tral)ezoic) Retention -2'I x'I OO Tol), 3 :'I Sicleslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS Pennsl'ortrcr i 00o.0 1600.0, • j000.o •..l]DO.D ,• :�op.o • '200.0 •' o0 4 5 6,. 7 tl i tit 1 t t hEf2101) . - A- AN-�-F- CHANGE -Vn7T--CUN1L (Avg) VOL IMPERV RET AREA (FT) (s1 =) (SF) (CF) (CF) (sn ELEV. n II„ (FT) (FT) (FT) ' 0.00 n =5.00, (FT) 0 0 6930 _ n= •1.00' -302 -I '15112 6030 ELEVATION DATA _ 0 =3.00' 302 -1 924 2562 5 -1.18 FF Lot 4 5'17.90 D=2.00' 2100 690 '1755 2050 Top 5'15.80 Lt= 'I.OtI' I.1 'I 11 6118 1'101 '1'101 WS 100 5'14.98 D =0.001 i�l? 0.13 0 0 Bottom 5.13.50 i 00o.0 1600.0, • j000.o •..l]DO.D ,• :�op.o • '200.0 •' o0 4 5 6,. 7 tl i tit 1 t t hEf2101) WATER DEPTH WATER SURFACE - D= -I' -5' n= 3' -•1' D= 2' -3' D= '1' -2' n= 0' --I' DEPTH AREA ADJ.AREA ELEV. n II„ (FT) (FT) (FT) ' (FT) (I =1.) (FT) (SF) (SF) (F -1) I 0.00 0.00 0.00 0.00 0.07 0.07 833.47 833.-17 5'13.57 2 0.00 (1.00 0.00 0.00 0.113 0.13 870.07 870.07 513.63 R IC _ :1 0.00 0,00 O.OU 0.00 l). I!) 0.119 OOO.O�J 909.99 513.69 H IC - =1 0.00 0.00 0.00 0.00 0.25 0.25 946.18 94G.18 513.75 IFIC 5 0.00 0.00 0.00 0.00 0.35 0.35 1006.37 1006.37 51 3.115 I I - 6 0.00 0.0o 0.00 0.00 0.46 0.46 10761.10 '1076.10 513.96 11'ac 7 0.00 0.00 0.00 0.00 0.60 0.60 1'162.29 1162.29 5'14.'10 111c a 0.00 0.00 0.00 0.00 0.75 0.75 1256.77 1256.77 514.25 II•IC 9 0.00 0.00 0.00 0.00 0.00 1.00 2101.26 2101.26 514.50 _ 114c - - 10- -- - ._._0.00- _ 0.00 0.00 0.26 0.00 1.26 2340.24 2340.24 511.76 II'•1C I'1 0.00 0.00 0. =18 w -0.00 'O.70 .40 2539.80 - 2530.00 5'I =1.98 f'EAIC 12 0.00 0.00 0.00 0. =16 0.00 1.40 2529.10 2520.10 5'1 =1.90 SI- IL =C -1. 2 OF '? STORAGE HYDROGRAPH FOR 100 YEAR / 24 HR STORM RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS REF-: ILOT 5 tilrU B & Streets - 24 I- Ir 1100Yr - Trapezoid Retention -21x Tole, 3 :1 Sideslope I DATE: 7;281 -!o -I I1_�i� II of 1!i_ Tract 30378 - Madison & Ave 5.1 TRIt3 AREA 7.08 ACRCS PERC.RATE 1-'.00 IN /1 -IR SOIL GROUP "Q ", AMCII, R.I.= 56, STORM VOLUME =1.50 IN /2 =11 -IR - E-5.6) I PERIOD PRECIP INTENSITY IMPERV 'FLOW INFLOW OUTFLOW RETENTION 1 100 C Q VOLII Ir CUML VOL OTHER PERC /t•Ir OTHER READ CU_ML VOL (I Ir) 0% (IN/1-1r) Lots &SI (CFS) (CF) (CF) . (CF) (CF) (CF) (CF) I 1.2 0.054 0.247 0.09 11 310.0 3.10.0 0.0 854.6 0.0 0.0 1.3 0.059 0.2.19 0.103 371.6 371.6 0.0 857.9 0.0 0.0 :) -1.8 0.081 0.2611 0.1 -19 li37.8 537.0 OA 875.3 0.0 0.0 I 2.1 0.095 0.267 0.179 (343.7 6 =13.7 0.0 886.3 0.0 0.0 2.8 0.126 0.283 0.252 906.9 908.9 0.0 914.1 0.0 0.0 6 2.9 0.131 0.285 0.261 9 -18.8 9 =18.8 0.0 9'18.2 0.0 30.6 7 3.8 CIA 7*1 0.306 0.370 13:1'1.5 1362.1 0.0 961.5 0.0 100.6 11 -1.13 0.207 0.324 0.-174 '1706.8 2107.4 0.0 1039.4 0.0 1060.0 sl 6.3 0.28 -1 0.362 0.726 261.1.(.) 3G81.9 0.0 1204.1 0.0 2.177.11 10 13.2 0.369 0.405 1.057 3804.4 6282.2 0.0 '1476.1 0.0 480x.1 I 'I 7.0 0.3'15 0.378 0.812 3030,8 7133G.9 0.0 2178.2 0.0 5358.0 '12 7.3 0.329 0.384 0.89 =1 32'17,3 8576.0 0.0 2536.3 0.0 6039.7 13 '10.8 0.186 0.463 1.593 5735.3 1'1775.0 0.0 2788.0 0.0 8987.0 I•I I'I. -1 0.513 0.477 '1.731 6230.4 '152'17.-1 0.0 3050.8 0.0 12'1!,15.6 '15 '10.4 0.468 0.454 1.504 54'15.5 17574.1 0.0 3244,2 0.0 1,1330.0 16 0.5 0.333 0.411 1.11:1 1009.3 '18339.3 0.0 3301.3 0.0 15035.0 '17 1.4 0.063 0.252 0.112 403.8 '15438.8 0.0 3076.2 0.0 123622.6 10 1.9 0.086 0.263 0.159 572.6 12935.2 0.0 28792 0.0 10056.0 10 1.3 0.050 0.249 0.103 371.6 10427.8 0.0 2682.0 0.0 7745.7 20 1.2 0.05.1 0.2 -17 0.094 340.0 8085.6 0.0 2 -197.7 0.0 ;)597.9 1 1.1 0.050 0.245 0.U8G 300.111 5896.7 0.0 1,135.8 0.0 = 1160.0 22 1.0 0.0 =15 0.243 0.077 278.1 4739.1 0.0 1314.7 (1.0 3124.4 23 0.9 0.01 'I 0.240 0.069 210.0 3672.-1 0.0 1 1203.1 0.0 2= 169.3 '?.1 0.8 0.036 0.?38 0.06'1 2'18.4 2687.6 0.0 1'100.'1 0.0 '150'7.5 SHEET 1 OF 2 ■r.. �_._ � __ r __ � _ r rr r Illllir r r r Illllir , Ir Illlllir r r r r .got] !I U115? Tract 30378 - Madison & Ave 51 REF: LOT 5 1111-. Li 8 & Streets - 24 I-Irh00Yr- Trapezoid Retention -21x Top, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS •• _ PEAK STORAGE • ^. -- - -- - - -- -I 16000 0 1 1t 1 -, N'm Y.In w r- a0 m O .- N m •r In ILI r w v1 G N �• 4000.0. II 2000.0 - -- ......__ -• -- -�-` -- -- - - - I � � I � I 0000.0 I 'il I 8000.0 •- -•• •- _ I i i I GOOQ.O tw CHANGE (Avg) VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) (SF) 0.00 D =5.00' 0 0 1!136'10 ELEVATION DATA D =4.00' - 2020 -1 10102 466,19 FF Lot 8 515.50 D =3.00' 't1'?ll -I 5654 17377 365'17 Top 514.00 D =2.00' 1 -1550 5'1.12 1'1070 19'140 DepFL CB111 512.83 0=1.00' t; -1119 4 -19-1 7'161 7161 WS 100 512.03 U= U.tifi' I:; I -I 0 0 Bottom 510.10 •• _ PEAK STORAGE • ^. -- - -- - - -- -I 16000 0 1 1t 1 -, N'm Y.In w r- a0 m O .- N m •r In ILI r w v1 G N �• 4000.0. II 2000.0 - -- ......__ -• -- -�-` -- -- - - - I � � I � I 0000.0 I 'il I 8000.0 •- -•• •- _ I i i I GOOQ.O tw PERIOD WATER DEPTH WATER SURFACE D= •I' -5' D= 3' -11' D= 2' -3' D= 'I' -2' D= 0' -'I' DEPTH AREA ADJ.AREA [LTV. (1.11:) 00 (FT) (Fl -) (FT) (I =T) (FT) (SF) (SF) (FT) 1 11.000 0.000 0.000 0.000 0.0.17 0.05 5127.35 5127.35 5'I U.'15 2 0.000 0.000 0.000 0.000 0.052 0.05 5147.23 5147.23 510.15 INC 3 0.000 0.000 0.000 0.000 0.075 0.08 5251.51 5251.51 510.18 IIVC -1 0.000 0.000 0.000 0.000 0.000 0.09 5317.97 5317.97 510.19 INC 5 0.000 0.000 0.000 0.000 0.1'?7 0.13 61181.36 51184.36 5'10.23 II\IC: G 0.000 0.000 0.000 0.000 0.132 0.13 5509.r13 5509.43 5'10.23 IFIC 7 0.000 0.000 0.000 0.000 0, 1190 0.19 5760.78 5768.78 510.19 INC e 0.000 0.000 0.000 0.000 0.29-1 0.29 6236.53 6236.53 510.39 INC 9 0.000 0.000 0.000 0.000 0.5,14 0.51 7224.65 7224.65 510.61 INC 10 0.000 0.000 0.000 0.000 0.8 7 % 0.88 8056.117 8856.47 5110.98 IhIC II 0A00 0.000 0.000 0.056 0.000 1.06 111869.03 111069.03 511.1E II•JC 12 0•t)00 0.000 0.000 0.11'18 0.000 1.12 15217.07 15217.87 511.2' INC 13 0,000 0.000 0.000 0.385 0.0110 1.39 16727.75 '16%27.75 511.110 111i; t -I OAUO 0.000. 0.000 0.673 0.000 1.67 18352.56 18352.56 511.77 11.JC 15 0.000 0.000 0.000 0.869 0.000 1.87 1911611.92 1911611.92 5111.97 INC '16 0.000 0.000 0.000 0.933 0.000 1.93 19826.08 '19826.08 5'12.03 PEAK 17 0.000 0.000 0.0(]0 0.691 0.000 1.69 18457.06 18457.06 511.79 DEC '113 0.000 0.000 0.000 0.1182 0.000 1.118 17275.39 17275.39 511.58 DEC .19 0.000 0.000 U.000 0.273 0 .O6 0 1.27 16091.83 16091.83 511.37 DEC 20 0.000 0.000 0.000 0.077 0.000 1.08 111986.41 14906.41 51'1.18 DEC 21 0,(]0O 0.000 0.000 0.000 0.823 0.02 06111,55 8611.55 5'10.92 DEC 22 11.(100 0.000 0.000 0.000 O.Gfi2 0.66 7888.07 7888.07 510.76 DEC 23 11.000 6.006 0.000 0.000 0.513 0.51 7218.66 7210.66 510.61 DEC 24 0.000] 0.000 0.000 0.000 0.375 0.38 6600.68 6600.613 51 0.48 IlliEl=! 4060.0 - - . ...... 2000 :4 • _ _..... I I � ! ! I 0.48 IlliEl=! STORAGE. HYDROGRAPI-I FOR 100 YEAR 1 3 HR STORM RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS REF: l_OT 5 t11ru 8 anci Streets - 3 1-Ir/'IOOYr - Tralaezoicl Retelitioli -2-Ix Top, 3:1 Sicleslope J013 !i 0-1 15`_' Tract 30370 - Madison & Ave 51 DY: JVwc TRIB AREA= 7.0000 ACRES PERC.RATE 2.00 IN /FIR (0.5 IN/15 Min) SOIL GROUP "B ", AMCII, R.I. = 56, R.C.= 41�S,, STORM VOLUME 2.00 IN /31-IR 100 YEAR 3 Ii UR (PLATE -5.2 PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW r,ETENTION _ 1 100 C Q VOL /15 Min CUML VOL OTHER PERC115Min OTHER READ CUML VOL ('15111in) x, (IN /15min) Lot &St (CFS) (CF) (CF) (CF) (CF) (CF) (C1 =) Composite 1 3.7 0.074 0.257 0.539 484.7 481.7 0.0 217.4 0.0 267.3 2 1.8 0.096 0.268 0.729 G55.8 023.1 0.0 228.9 0.0 694.2 3 5.1 0.102 0.271 0.783 704.5 '1398.7 0.0 2 -1.1.3 0.0 1 157.=1 1 4.0 0.098 0.269 0.7.47 671.9 1829.3 0.0 252.G 0.0 1576.7 5 G. 63 0.132 0.286 1.069 902.2 2538.9 0.0 271.1 0.0 2267.8 G 7.3 0.1 =16 0.293 1.211 1090.3 3358.1 0.0 292.6 0.0 3065.6 7 8. -1 0.168 0.304 1.-1-16 '130'1.7 1367.3 0.0 318.9 0.0 e 9.0 0.100 0.310 1.580 '1422.2 5470.6 0.0 347.8 o.o ::5122.11 9 '12.3 0.246 0.343 2.390 2.150.0 7273.4 0.0 608.5 0.0 666 -1.9 Ill 17.6 0.352 0.396 3.948 3552.8 10217.8 0.0 666.4 0.0 9551.4 II 16.1 0.322 0.381 3.47.1 3126.9 '12678.3 0.0 714.8 0.0 '11963.6 4.2 0.08 -1 0.262 0.623 560.9 -12524.5 0.0 711.7 0.0 118.12.8 SI ECT I OF 2 1.31': .IWC DATE: 7/228/0.1 900 it 0115 2 Tact 30378 - Madison & Ave 51 REF: LOT 5 tllru II anti Streets - 3 Hr /100)'r - Trapezoid Retention -21 x Top, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAKSTORAGE v TS I M , - CHANGE (Avg) VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) 0.00 (SF) (IIR) (I=T) (FT) (FT) (FT) n =5.nn' (FT) 0 0 46610 ELEVATION DATA D =4.00' - 2020 -1 10102 46619 FF Lot 8 515.50 D= 3.00' 2020 -1 565.1 17377 36517 Top 5,1 4.00 D =2.00' 1 -1550 5,142 11979 19140 FL at C13#1 512.83 D= ,1.00' 0.10.1, 449.1 71G'I 716'1 WS 100 511.56 0=0.00' I •Io1 -I 5493.20 0 0 1 Bottom 510.10 14000.0. .1 2000.0 ''10000.0 0000.0 6000.0 4000.0 2000.0 0.0 1 2 3- •1 5 0 7 0 0 10 11 12 PER10D WATER DEPTH WATER SURFACE D= -1' -5' D= 3' -4' D= 2' -3' D= '1' -2' D= 0' -'I DEPTH AREA ADJ.AREA ELEV. (IIR) (I=T) (FT) (FT) (FT) (FT) (FT) (SF) (SF) (FT) .I 0.00 0.00 0.00 0.00 0.07 0.07 5218.20 5210.20 510.17 2 0.00 0.00 0.00 0.00 0.113 0.13 5493.28 5493.20 510.23 INC 3 0.00 0.00 0.00 0.00 0.20 0.20 5791.79 5791.79 510.30 INC =► 0.00 0.00 0.00 0.00 0.26 0.26 6062:01 6062.01 510.36 INC 5 0.00 0.00 0.00 0.00 0.35 0.35 6507.35 G507.35 510.15 1 N C G 0.00 0.00 0.00 0.00 0.47 0.47 7021.45 7021.45 510.57 1111 c. 7 0.00 0.00 0.00 0.61 0.61 7654.76 7654.76 510.71 INC 8 _0.00 0.00 0.00 0.00 0.00 0.76 0.76 8347.15 8347.15 5110.86 INC, 9 0.00 0.00 0.00 0.011 0.00 1.011 11603.05 14603.05 511.1'1 IFIC I co 0.00 0.00 0.00 0.26 0.00 1.26 15992.77 15992.77 1.36 II JC .11 0.00 0.00 0.00 0.4G 0.00 1.46 17'154.13 17'154.13 '1' 1.56 E!l PEAK -12 0.00 0.00 0.00 0.45 0.00 1.45 1700'1.53 1708'1.53 '11.55 SHEET 2 01= 2 STORAGE 1-IYDROGRAPH FOR 100 YEAR / 6 HR STORM RETENTION BASIN. PREPARED BY COACT IELLA VALLEY ENGINEERS REF: LOT 5 1111 u0 & Streets - 6 hlr /100Yr - Trapezoid Retention -2'Ix Top, 3:1 Sides I oil e I JOB $7 01 152 Tract 30370 - Madison & Ave 5'1 BY: Iwo TRIG AREA 7.0000 ACRES PERC.RATE 2.00 IN /1-IR (0.5 IN/15 Min) SOIL GROUP "0 ", AMCII, R.I. = 56, R.C. == 1107, STORM VOLUME 2.25 N/61-IR 100 YEAR 6 HOUR ( PLATE E -5.4) PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION I '100 C Q VOL /-15 Mill CUML VOL OTHER PERC 115MIn OTHER READ CUML VOI_ _ (15rnin) '?S (IN /15min) Lot &St (CFS) (CF) (CF) (CF) (CF) (CF) (CF) Conlposile 1 '1.7 0.0311 0.239 0.259 233.1 233.1 0.0 210.8 0.0 22.3 2 1.9 0.0 -13 0.241 0.292 263.0 285.3 0.0 212.2 0.0 73.1 0.0 -17 0.24.1 0.326 293.4 366.5 0.0 214.3 0.0 15 2.1 I 2.2 o.n50 0.245 0.343 308.8 40.9 0.0 216.0 0.0 244.1 _ Ci ?.•I 0.054 0.247 0.378 340.0 50.1.1 0.0 230.0 0.0 36.1.1 8 2..1 0.054 0.247 0.378 3.10.0 704.0 0.0 223.2 0.0 180.9 _ 7 14 0.05.1 0.247 0.370 310.0 020.8 0.0 226.2 0.0 59.1.6 1i 2.5 0.056 0.2.18 0.395 355.7 950.3 0.0 229.6 0.0 720.7 9 2.6 0.059 0.219 -. 0A 13 371.6 1092.4 0.0 233.3 0.0 859.1 l0 2.7 0.06.1 _ 0.250 0.43'1 387.7 12.16.8 0.0 237.1 0.0 1009.4 11 2.8 0.063 0.252 0.449 .,103.0 1.113.3 0.0 241.7 0.0 117'1.5 12 3.0 0.068 0.254 0.405 136.6 1608.1 0.0 246.8 0.0 1361.3 _ 13 3.2 0.072 0.256 0.522 469.8 '1831.1 0.0 252.6 0.0 15711.5 1.1 3.6 0.081 0.261 0.598 537.11 2'116.3 0.0 260.1 0.0 1C'56.2 15 ,.3 0.007 0.268 0.735 661.8 2510.0 0.0 270.6 0.0 ?247.1 IC) •1.7 0.106 0.273 0.017 735.5 2902.9 0.0 202.7 0.0 2700.2 17 5.1 0.123 0.281 0.966 869A 3569.6 0.0 298.1 0.0 3271.5 18 6.2 0.140 0.290 IJ45 1030.2 1301.7 0.0 317.2 0.0 398 11.5 19 6.9 0.155 0.298 1.309 1177.7 5'1G2.2 0.0 339.7 0.0 1822.5 20 7.5 0.169 0.30.1 1.155 1309.1 6131.6 0.0 365.1 0.0 5766.5 I 0. C3 0.239 00339 2.291 2062.3 7028.8 0.0 619.4 0.0 7209.4 '1.1.5 0.326 0.303 3.540 1 3105.9 10305.3 010 69010 0.0 n7'!5.:1 23 3.1 0.077 0.258 0.559 503.5 10228.9 0.0 666.6 0.0 9562.4 2 -1 1.0 0.023 0.231 0.•147 132.6 1 9695.0 0.0 656.1 0.0 9038.9 SHEET 'I OF 2 .._ �e �r Ir Ir Ir Ir r r r rri rr r Ir r Ir I� r Ir rr IiY: JUvC I.)ATE: 7i2d3;0 -1 JOB if .01'152 Tract 30378 - Madison & Ave 5'1 REF: LOT 5 1hru8 & Streets - 6 I-Ir /-100Yr - Trapezoid Retention -2'Ix Top, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS �nTll AR-C- CHANGE (Avg) fL- VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) 0.00 1 (SF) ELEV. i111:) (Fr) (FT) (FT) (FT) D =5.00' (FT) 0 0 466'19 EVATION DATA D =4.00' - 2020.1 10102 46619 FF Lot 8 5'15.00 D= ;1.00' _U'_114 .965.1 17377 36517 To) 5'14.00 D =2.00' 1 -1 51.12 11079 '191.10 FL at CB-IM 5'12.83 D =1.ao' £•I!ii 4 -19.1 7161 7161 WS 100 5'1.1.37 0.04 5093.04 5093.04 0 0 Bottom 5'10.10 PEAK STORAGE 12000.0 10000.0 8000.0 -- -- - - - - - 4000.0 I.. • - - 2DOO.o • - - - - - - 0.0 '1 2 9 4 5:6.7.-8 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 r,t:mon WATER DEPTH WATER SURFACE D= -1' -5' D= 3'-4' I)= 2' -3' D= V -2' D= 0' -,I' DEPTH AREA ADJ.AREA ELEV. i111:) (Fr) (FT) (FT) (FT) (F1') (FT) (SF) (SF) (FT) 1 0.000 0.000 0.000 0.000 0.033 0.03 5060.30 5060.30 5.10.13 2 0.000 0.000 0.000 0.000 0.040 0.04 5093.04 5093.04 510.1.1 INC 3 0.000 1 0.000 1 0.000 0.000 _ 0.0511 0.05 5143.99 5143.99 510.15 1111C 1 0.000 0.000 0.0U0 0.000 0.061 0.06 5203.27 5203.27 510.16 INC 5 0.000 0.000 0.000 0.000 0.002 0.00 5280.55 5280.55 510.18 INC 6 0.000 0.000 0.000 0.000 0.098 0.10 5355.82 5355.82 510.20 INC 7 0.1100 0.000 0.000 0.000 0.115 0.11 5429.12 5.129.12 510.21 INC _ A 0.000 0.000 0.000 0.000 0.133 0.13 5510.41 5510.41 510.23 INC 9 0.000 0.000 0.000 0.000 .0.153 0.15 5599.55 5599.55 510.25 IIdC 10 0.000 0.000 0.000 0.000 0.'17.1 0.17 5696.42 5696.42 510.27 INC '11 0.000 0.000 0.000 0.000 0.197 0.20 5800.91 5800.91 510.30 IPIC '12 0.000 0.000 0.000 0.000 0.225 0.22 5923.19 5923.19 510.32 1111C '13 (3.000 0.000 0.000 0.000 0.256 0.26 6063.11 6063.14 510.36 11-IC '1 -1 0.000 0.000 0.000 0.000 0.296 0.30 6242.11 6242.'11 510.40 INC '15 0.000 0.000 0.000 0.000 0.352 0.35 649.1.21 6494.21 510.45 IPIC '16 0.000 0.000 0.000 0.000 0.417 0.42 6785.97 6785.97 510.52 INC 17 0.006 0.000 0.000 0.000 0.198 0.50 7154.14 7154.14 510.60 IPIC 10 0.000 0.000 0.000 0.000 0.601 0.60 7613,61 7613.61 5.10.70 INC -19 0.000 0.000 0.000 0.000 0.721 0.72 8153.61 8153.61 510.82 INC 7n 0.000 1 0.000 0.000 0.000 0.856 0.86 w 1.06 . -- 8761.98 8761.98 510.96 INC 21 0.000 0.000 0.000 0.056 0.000 14865.19 14865.19 511.18 11.1C 22 0.000 0.000 0.000 0.270 0.000 1.27 18076.55 16076.55 511.37 PEAK 3'3 0.000 0.000 0.000 0.256 0.000 1.26 15998.05 15098.05 511.30 DEC 2.1 0.01)() 0.000 0.000 0.212 0.000 1.2'1 15746.02 15746.02 511.31 iiI:CF! SHEET 2 OF 2 STORAGE HYDROGRAPH FOR 100 YEAR / 3 HR STORM RETENTION BASIN. PREPARED BY COACHELLA VALLEY ENGINEERS REF: ITrih 14 - 3 Hill00Yr - Retention 10- Madison St Roadside, 3:1 Sicleslope I DATE: iii 13i(1 -1 JGGt 11 01 152 Tract 30378 - Madison & Ave 51 GY: J\/VC TRIB AREA= 0.3600 ACRES PERC.RATE 2.00 IN /HR ( 0.5 IN /15 Min) SOIL GROUP "B ", AMCII, R.I.= 56, R.C. =90 STORM VOLUME ?.00 IN /3HR 100 YEAR 3 H UR PLATE -5.2 PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 11100 C Q VOL /15 Min CUML VOL OTHER PERC /15Min OTHER REQD CUML VOL (�15min) `;5.. (IN /l5min) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) RC =20 °U I 3.7 0.074 0.817 0.087 78.3• 78.3 0.0 36.0 0.0 X12.3 2 -1.8 0.098 0.818 0.1.13 101.7 '1.14.'1 0.0 37.5 0.0 10G.S :3 5.1 0.102 0.8,18 0.120 '108.1 214.7 0.0 39.2 0.0 '175.5 I 4.9 0.098 0.81113 0.1'15 103.0 279.3 0.0 40.8 0.0 230.6 5 6.6 0.132 0.820 0.156 1.10.2 378.8 0.0 43.1 0.0 335.7 li 7.3 0.1.16 0.820. 0.172 155.2 490.9 0.0 45.8 0.0 ;1=15.1 7 8.-1 0.160 0.821 0.199 178.8 623.0 0.0 40.9 0.0 575.0 13 9.0 0.180 0.822 0.2'13 '191.8 766.8 0.0 52.3 0.0 714.4 9 '12.3 0.246: 0.825 0.292 263.1 977.5 0.0 57.3 0.0 020.2 11) _ 17.6 0.352 0.831 0A2'1 378.9 1299.1 0.0 90.3 0.0 1208.8 11 '16.1 0.322 0.829 0.381 346.0 1554.8 0.0 93.3 0.0 •146'1.4 I'? -1.2 0.084 0.817 0.099 80.0 1550.4 0.0 93.3 0.0 1,157.1 SHEE'F '1 OF 2 -� -- m -'_ w am - - rY: Jwc DAI'E: 511. 10.1 J0011 01152 Tract 30378 - Madison & Ave 5.1 REF: (Trill I �} - 3 Hr/100Yr - Retention 10- Madison St Roadsicle, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS )= - CHANGE (Avg) VOL IMPERV RET AREA (FT) (SF) (SF) (CF) (CF) (sl =) 0,00 D =5.00' 0 0 6639 D =4.00' - 2632 1316 6639 ELEVATION DATA D =3.00' 2632 507 2379 5323 FF Lot 8 515.50 D =2.00' _ '-'1'-"5 653 1799 294-1 FLEnd ofG 513.16 13=1.00' 1 -17' 653 1,146 1,146 WS 100 513.13 I.9 0 0 Bottom PEAK STORAGE 1600.0'..:: 1400.0 1200.0 1000.0 • 600.0 - -� soa,o - go0.0 - 200.o 1 2." 3r 4 5 6' 7 a 9 U7 11 12 PEIRIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= •1' -2' D= 0' --1' DEPTH AREA ADJ.AREA ELEV. 1111-:1 (I -I -) (FT) (FT) (FT) (Fl -) (FT) (SF) (SF) (FT) l 0.00 0.00 0.00 0.00 0.07 0.07 863.65 863.65 51'1.97 2 0.00 0.00 0.00 0.00 0.'13 0.13 901.14 901.14 512.03 INC 3 0.00 0.00 0.00 0.00 0.119 0.19 941.38 941.30 512.09 INC 4 _ 0.00 0.00 0.00 0.00 0.24 0.2.1 978.24 978.24 512.11 INC 5 0.00 0.00 0.00 0.00 0.33 0.33 '1034.93 103.1.93 512.23 INC 6 0.00 0.00 0.00 0.00 0.43 0.43 1090.83 1098.83 512,33 INC 7 0.00 0.00 0.00 0.00 0.54 0.54 '1174.68 1'I 71.66 512.44 11. -1C 8 0.00 0.00 0.00 0.00 0.67 0.67 1256.09 1256.09 512.57 INC 9 0.00 0.00 0.00 0.00 0.85 0.85 '1376.25 1376.25 5'12.75 INC •10 0.00 0.00 0.00 0.09 0.00 '1.09 2'168.30 2168.30 512.99 INC I'1 0.00 0.00 0.00 0.23 0.00 '1.23 2240.37 2240.37 513.13 PEAK 12 0.00 0.00 0.00 0123 O.M 1,23 2239.13 2239.13 5.13.13 x1i sl -IFFY 2 or- sl -IFFY 2 or- ou so 6W S_?MA&T_ HYD O R PH FOR 100 YEAR / 24 HR STORM RETENTION BASIN. PREPARE=D BY COACHELLA VALLEY ENGINEERS REF: [Trio 14 - 24 Hr /100Yr - Retention Basin '10 , 3:1 Sideslope DATC: KID it o f -I Tract 30378 - Madison & Ave 51 UY: .1WC TRIB AREA 0.3600 ACRES PERC.RATE 2.00 IN/1-113 SOIL GROUP "13 ", AMCIi, 1;.1.= 56, STORM VOLUME X1.50 1N/2 HR 00 EAR 24 R - -5. PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 11100 C Q VOL II Ir CUML VOL OTHER PERC /Hr OTHER REOD CUML VOL (I-li) % (IN /Flr) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) I 1.2 0.05.1 0.8'16 0.016 57.1 571 0.0 1.11.9 0.0 0.0 2 1.3 0.059 0.816 0.0.17 611.9 6'1.9 0.0 142A 0.0 0.0 3 1.8 0.081 0.817 0.024 85.8 85.8 0.0 1,14.6 0.0 0.0 •1 21 0.095 0.818 0.028 100.1 i110.'I 0.0 '146.0 0.0 0.0 5 2.0 0.126 0.819 0.037 133.8 '133.8 0.0 149.2 0.0 0.0 G 2.9 0.131 0.820 0.039 138.6 130.6 0.0 111().7 0.0 0.0 3.8 0.17'1 0.822 0.051 182.1 182.1 0.0 153.8 0.0 211.3 6 4.6 0.207 0.823 0.061 220.9 2.19.2 0.0 IGO.2 0.0 89.0 4j 6.3 0.28.1 0.827 0.084 303.9 392.9 0.0 173.8 0.0 219.1 1;1 8.2 0.369 0.831 0.'110 397.6 616.7 0.0 195.1 0.0 -121.6 11 7.0 0.315 0.829 0.094 338.3 759.0 0.0 208.7 0.0 551.2 12 7.3 0.329 0.829 0.090 353.1 901.3 0.0 222.1 0.0 661.9 13 117.8 0.186 0.837 0.146 527.1 1209.3 0.0: 357.2 0.0 852.'1 0.5'13 0.839 0155 557.6 1 ,109.7 0.0 366.6 0.0 1013.'1 10.4 0.4613 0.1336 0.1+11 507.3 1550.•1 0.0 373.2 0.0 '1177.2 I6 8.5 0.363 0.832 0.1115 •112.5 •1589.7 0.0 375.0 0.0 •12'14.7 '17 1.1 0.063 0.8116 0.0119 66.6 1281.3 0.0 360.5 0.0 920.8 113 1.9 0.086 0.817 0.025 90.6 1011.3 0.0 232.6 0.0 770.8 10 1.3 0.059 0.816 0.0'17 611.9 0,10.6 0.0 216.4 0.0 624.3 2;7 1.'2 0.054 0.8116 0.0116 67.1 681.3 0.0 201.2 0.0 41301 21 1.11 0.050 0.815 0.015 52.3 532,1 0,0 187.1 0.0 3 -15.3 '2 1.0 0.045 0.815 0.0113 X17.6 392.9 �0 0 173.8 0.0 2'1 J.1 23 0.0 0.0.11 0.0'15 0.012 42.8 261.8 0.0 161.4 0.0 100.5 2 -1 (18 0.036 0.815 0.01'1 38.0 138.5 0.0 149.7 0.0 0.0 SHEET '1 01= 2 - -- ru =w i3I19P TrlM03 - Madison &Ave 51 REF: Trii.3 •1 -1 - 24 I-Ir1'100Yr - Retention Basin 10, 3:1 Sideslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS WATER DEPTH -f 5T CHANGE (Avg) VOL IMPERV RET AREA FT) (SF) (SF) (CF) (CF) (SF) 0.0o (FT) (F•F) (FT) 00:0 • - (SF) 0= 5.00' 0 0 6639 ELEVATION DATA D= -1.00' -' -2632 1316 6639 FF Lot 8 5115.50 D= 3.011' _�i.,j ` 507 2370 5323 FLGutter 513.'16 0=2.00' 2, 1:5 653 1700 2044 WS 100 513.15 D =1.00' 1.1'7'? 653 11 -16 '1146 Bottom 511.1.90 D =0.00' 131;3 0.000 1) 0 0.000 - ' PEAT( STORAGE •••_.__. _.-_ ...._� 1400 0 ' 12 , :r8 :.z 1 '2. 3 '4 5 0' 7 0 9 10 11 12 13 14'15 1G 17 •10 19 20 21 22 23 2-1 PERIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= 'I' -2' D= 0' -1' DEPTH I I ADJ.AREA ELEV. 011 I (F--F) (FT) (F•F) (FT) 00:0 • - (SF) - - - -- -' ..1 � 1 I � I 0.000 0.000 0.000 0.050 0.05 1351.54 85'1.5-1 0.05 2 0.000 0.000 0:000 0.000 0.05.1 0.05 054.26 I oo.o• •- 3 0.000 0.000 0.000 0.000 - 0.07 867.89 _ 0.07 INC -1 0.000 0.000 0.000 � I � � I 0.007 0.09 876.09 876.09 0.09 INC 5 0.000 0.000 0.000 0.000 0Al 7 0.'12 895.27 895.27 0.12 INC 6 0.000 0.000 0.000 0.000 0.'12'1 0.12 898.01 898.01 0.12 INC 7 0.000 0.000 0.000 0.000 0.150 0.16 922.70 00.0 • -• -. _ .._ _ __ ....._. ' _ ._ .... ` ....._ INC _ 9 ._ ._ . 0.000 0.343 0.3.1 1012.97 10-1297 0.3=1 II,IC '10 0.000 0.000 0.000 0.000 0.530 0.54 1'170.55 1'170.55 0..5.1 INC PERIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= 'I' -2' D= 0' -1' DEPTH I AREA ADJ.AREA ELEV. 011 (FT) (F--F) (FT) (F•F) (FT) (F1') (SF) (SF) (FT) 1 0.000 0.000 0.000 0.000 0.050 0.05 1351.54 85'1.5-1 0.05 2 0.000 0.000 0:000 0.000 0.05.1 0.05 054.26 054.26 0.05 INC 3 0.000 0.000 0.000 0.000 0.075 0.07 867.89 867.89 0.07 INC -1 0.000 0.000 0.000 0.000 0.007 0.09 876.09 876.09 0.09 INC 5 0.000 0.000 0.000 0.000 0Al 7 0.'12 895.27 895.27 0.12 INC 6 0.000 0.000 0.000 0.000 0.'12'1 0.12 898.01 898.01 0.12 INC 7 0.000 0.000 0.000 0.000 0.150 0.16 922.70 922.79 0.16 INC 8 0.000 0.000 0.000 0.000 0.2'10 0.22 961.03 961.03 0.22 INC _ 9 0.000 0.000 0.000 0.000 0.343 0.3.1 1012.97 10-1297 0.3=1 II,IC '10 0.000 0.000 0.000 0.000 0.530 0.54 1'170.55 1'170.55 0..5.1 INC I'I 0.000 0.000 0.000 0.000 0.663 0.66 1252.20 1252.20 O.GG INC •12� 0.000 0.000 0.000 0.000 0.789 0.79 1331.53 1331.53 0.79 HIC '13 0.000 0.000 0.000 0.035 0.000 '1.04 2142.99 2142.`)9 1.04 II.1C '1.1 0.000 0.000 .. 0.000 0.'1,17 0.000 1.'15 2199.48 2199.411 1.15 INC '15 0.000 0.000 0.000 0.225 0.000 '1.23 2239.'15 2239.15 1.23 111c 1 G 0.000 0.000 0.000 0.2.-17 0.000 '1.25 2250.23 2250.23 513.15 PEAK '17 0.000 0.000 0.000 0.076 13.000 '1.08 216329 2163.29 •1.08 DEC 18 0.000 0.000 0.000 0.000 0.803 0.08 1395.53 1395.53 0.86 DEC '19 0.000 0.000 0.000 0.000 0.734 n.73 1298.20 1200.20 0.73 DEC 20 0.000 0.000 0.000 0.000 0.595 0.59 1207.10 1207.40 0.59 DEC 21 .0.000 0.000 0.000 0.000 0AG5 0AG 1122.5'1 1122.51 0.,16 DEC 22 0.000 0.000 0.000 0.000 0.313 0.34 1042.96 1012.96 0.34 DEC 23 0.000 0.000 0.000 0.000 0.22:3 0.23 960.26 968,26 0.23 DEC 2.1 0.000 0.000 0.000 0.000 0.121 0.12 897.94 897.9.1 0.'12 //RE-Fl _ r -_Am STORAGE= HYDROGRAPH FOR 100 YEAR / 3 HR STORM RETENTION BASIN, PREPARED BY COACHELLA VALLEY ENGINEERS REF: Trio '15 - 3 I-Ir 1'100Yr - Retention 1'1 -, 3:1 Sicleslohe n A. T H : !u 1 110 -I JOB 1 0.11521 Tract 30378 - Madison & Ave 51 BY: 1VV(" TRIB AREA= 0.1'100 ACRES PERC.RATE 2.00 11\1/1-IR ( 0.5 IN/15 Min) SOIL GROUP "r3 ", AMCII, R.I.= 56, R.C. =90 %, STORM VOLUME 2.00 IN /31-IR 100 EAR 3 UR (PLATE - -5.2 PERIOD PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 1 100 C Q VOLMS Min CUML VOL OTHER PERC /15Min OTHER READ CUML VOL (15111in) (IN /15min) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) 1 3.7 0.07 -1 0.817 0.027 23.9 23.9 0.0 16.1 0.0 7.11 2 4.8 0.096 0.818 0.035 3'1.1 38.0 0.0 16.5 0.0 22.1 3 5.'i 0.102 0.818 0.037 310 55.5 0.0 169 0.0 38.5 -1 =1.9 0.098 0.8118 0.035 31.7 70.3 0.0 17.3 0.0 510 5 6.6 0.132 0.820 0.048 :12.8 95.8 0.0 '17.9 0.0 77.9 6 7.3 0.1,16 0.820 .0.053 117.4 '125.3 0.0 '18.7 0.0 l06.G 7 8.•1 0..1Ga 0.021 0.061 54.6 161.3 0.0 19.6 0.0 '141.0 0 9.0 0.•180 0.822 0.065 58.6 200.2 0.0 20.6 0.0 •179.6 0 12.3 0.246 0.825 0.089 80.'1 260.0 0.0 22.1 0.0 237,11 0.352 0.831 0.129 '115.8 353.6 0.0 24.5 0.0 329.1 1I 16.11 0.322 0.829 0.117 105.7 434.8 0.0 1 26.6 0.0 408.2 '12 -1.2 0.084 0.817 0.030 27.2 1135.4 0.0 1 26.6 0.0 = 101:1.11 SHE=ET 'I OF 2 sm RY: .IWC. D/ \Tr_: 5/ 13io- -1 .)00// 01152 Tract 30378 - Madison & Ave 51 REF: (Tri1.) •15 - 3 Hr /100Yr - Retention 1'I -, 3:1 Sicleslope RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAK STORAGE 450.0 400.0 • 350.0 - 300.0 250.0 - 200.0 - 150.0 - 100.0 - ..50.0 - 0.0' r--T- r-- 1 :2, .• 3 n 5 G 7' Q 0 10 11 12 SHEET Or- 2 PERIOD WATER DEPTH CHANGE (Avg) CM VOL IMPERV RET AREA (FT; (SF-) (SF) (CF-) '(CF) (SF) ELEV. (1 -IR) (FT) (FT) (FT) 0.00 D= 5.00' (FT) 0 0 3288 D =4.00' -1370 fiat, 3288 ELEVATION DATA D =3.00' 1370 339 1201 2603 FF Lot 1 515.90 D= 2.00' '1031 330 866 1.103 FLGutter 5'13.35 D= '1.00' 701 329 537 537 WS 1100 513.3.1 G= 0.(10' -37 2 1 0 0 Bottom 5112.50 PEAK STORAGE 450.0 400.0 • 350.0 - 300.0 250.0 - 200.0 - 150.0 - 100.0 - ..50.0 - 0.0' r--T- r-- 1 :2, .• 3 n 5 G 7' Q 0 10 11 12 SHEET Or- 2 PERIOD WATER DEPTH WATER SURFACE D= =1' -5' D= 3' - -I' D= •2' -3' D= •1' -2' D= 0' -•I' PERIOD WATER DEPTH WATER SURFACE D= =1' -5' D= 3' - -I' D= •2' -3' D= •1' -2' D= 0' -•I' DEPTH AREA AD.l.AREA ELEV. (1 -IR) (FT) (FT) (FT) (FT) (FT) (FT) (SF) (SF) (FT) .I 0.00 0.00 0.00 0.00 0.04 0.04 386.68 386.68 512.5.1 2 0.00 0.00 0.00 0.00 0.07 0.07 395.86 395.8G 512.57 INC 3 0.00 0.00 0.00 0.00 0.10 0.110 406.01 '106.01 5.12.60 INC 4 0.00 0.00 0.00 0.00 0.13 0.13 415.1.0 415.10 512.63 11,11C 5 0.00 0.00 0.00 0.00 0.18 0.18 430.77 430.77 512.68 INC 6 0.00 0.00 0.00 0.00 0.23 0.23 448.84 4. 18.8 =i 5'12.73 INC 7 0.00 0.00 0.00 0.00 0.30 0.30 470.89 470.89 512.80 It IC. _ a 0.00 0.00 0.00 0.00 0.37 0.37 494.78 494:78 512.87 INC 9 0.00 0.00 0.00 0.00 0.48 0.48 53'1.41 531.44 512.98 INC 10 11.00 0.00 0.00 0.00 0.60 0.66 588.87 588.87 513.16 11dC II 0.00 0.00 0.00 0.00 0.11'1 0.81 638.65 638.65 513.31 INC 12 0.(10 0.00 0.00 0.00 0.8.1 0.81 639.00. 639.00 513.31 IMRST MAGE HYDROGRAPH FOR 100 YEAR / 24 HR STORM RETENTION BASIN. PREPARED BY COACT IELLA VALLEY ENGINEERS REF: Tr ib -15 - 24 Hr/ 'I00Yr -Re tenti oil Basin '11 , 3:1 Sideslohe DATE: 5(13; n.1 .1Oh i, 161'15:'. Tract 30378 - Madison & Ave 51 u'�•: .1wC TR1B AREA 0.'1100 ACRES PERC.RATE 2.00 INNR STORM VOLUME 4.50 IN /24111. SOIL GROUP "B", AMCII, R.I. = 5G, R.C. = 90911,, PER10D PRECIP INTENSITY IMPERV FLOW INFLOW OUTFLOW RETENTION 11100 C Q VOLII Ir CUML VOL OTHER PERCIHr OTHER REQD CU_ML VOL (l-11*) (CFS) (CF) (CF) (CF) (CF) (CF) (CF) 1 1.2 0.054 0.816 0.005 17.4 17.4 0.0 610 0.0 (U) 2 '1.3 0.059 0.016 0.005 '18.9 '16.0 0.0 63.9 0.0 0.0 3 1.8 0.001 0.017 0,007 26.2 26.2 0.0 64.7 0.0 0.0 -1 2.'1 0.095 0.8118 0.009 .110.6 30.6 0.0 65.1 0.0 0.0 5 2.0 0.126 0.819 0.011 40.9 10.9 0.0 66.2 0.0 0.0 G 2.9 0131 0.020 0.012 12.4 42A 0.0 66.3 0.0 0.0 7 3.0 0.'171 0.822 0.015 55.6 55.6 0.0 67.7 0.0 0.0 8 4.6 0.207 0.023 0.019 67.5 67.5 0.0 66.9 0.0 0.0 9 6.3 0.28 -1 0.827 0.026 92.9 92.9 0.0 71.5 0.0 21.4 10 8.2 0.369 0.031 0.03.1 121.5 1,12.9 0.0 76.6 OA G6.3 11 7.0 0.315 0.829 0.029 '103.=1 169.6 0.0 70.3 0.0 90.3 '12 7.3 0.329 0.829 0.030 '107.9 '190.2 0.0 02.3 0.0 115.9 13 10.8 0.486 0.837 0.045 161.1 277.1 0.0 90.3 0.0 1116.8 1.1 '11.-1 0.513 0.839 0.047 '170.4 357.1 0.0 90.5 0.0 258.6 15 10.4 0.468 0.636 0.043 '155.0 .113.6 0.0 104.3 0.0 309.1 Ili 0.5 8.383 0.832 0.035 '126.0 435.4 0.0 106.5 0.0 328.9 17 1.4 0.063 0.816 0.006 20.1 349.3 0.0 97.7 0.0 251.6 '18 1.9 0.086 0:817 0.008 27.7 279.2 0.0 90.5 0.0 100.7 '1 `1 '1.3 0.059 0.8116 0.005 '18.9 207.6 0.0 83.2 0.0 124.4 ?0 '1.2 0.05.1 0.816 0.005 17. -1 141.8 0.0 76.5 0.0 65.3 21 -1. -1 0.050 1 0.815 0.004 1G.0 011.3 0.0 70.3 0.0 0.0 11110 0.0 22 1.0 0.0.15 0.815 _ 0.015 0.001 14.5 25.5 0.0 61.6 23 0.9 0.0-1 1 O 004 13.'1 '13.'1 D.0 63.3 0.0 0.0 2.1 6.8 0.036 0.815 0.003 11.6 '11.6 1 0.0 1 63.2 0.0 OA SHECT 'I OF 2 t• F: rib ' S - 2=t He /'100Yr - Retention Basin 'I1 , 3:'1 SiclesIo1) e RETENTION BASIN STORAGE AND DEPTH CALCULATIONS PEAK STORAGE I► 1 :2 :9'•.4 S' 6 7 'A 9 in 11 17 13 to 15 in 17 1n In •)n PERIOD WATER DEPTH CHANGE (Avg) VOL IMPERV RET AREA 350.° 300.0 (FT) (SF) (SF) (CF) (CF) (SF) 0.00 ?P9'0- (FT) (FT) (FT) (FT) (SF) (5F) 200.0. D =5.00' 0 0 3288 ELEVATION DATA '150.0 D =4.00' -1370 685 3286 FF Lot 1 5'15.90 0.000 0.000 0.000 339 1201 2603 FLGutter 5'13.35 too.o D =2.00' 11;31 330 866 1103 WS 100 513.3.1 .50.0- D ='1.00' 701 329 537 537 Bottom 512.5 0 0° 0.019 0.05 388.07 388.07 0.05 INC -1 0.000 PEAK STORAGE I► 1 :2 :9'•.4 S' 6 7 'A 9 in 11 17 13 to 15 in 17 1n In •)n PERIOD WATER DEPTH WATER SURFACE D= 4' -5' D= 3' -4' D= 2' -3' D= 1' -2' D= 0' -•I' DEPTH AREA. ADJ.AREA ELEV. (r1r.) (FT) (FT) (FT) (FT) (FT) (FT) (SF) (5F) (F)-) I 0.000 0.000 0.000 0.000 0.033 0.03 382.70 382.70 0.03 2 0.000 0.000 0.000 0.000 0.035 0.01 383.59 383.59 0.04 IMC 3 0.000 0.000 0.000 0.000 0.019 0.05 388.07 388.07 0.05 INC -1 0.000 0.000 0.000 0.000 0.057 0.06 390.77 390.77 0.06 INC 5 0,000 0.000 0.000 0.000 0.076 0.00 397.07 397.07 0.08 INC 6 0.000 0.000 0.000 0.000 0.079 0.00 397.97 397.97 0.00 INC 7 0.000 0.000 0.000 0.000 0.104 0.10 406.12 400.12 0.'10 INC 8 0.000 0.000 0.000 0.000 0126 0.13 413.39 413.39 0.13 INC 9 0.000 0.000 0.000 0.000 0.173 017 428.95 428.95 0.17 114C 10 0.000 0.000 0.000 0.000 0.26G 0.27 459.61 459.61 0.27 INC •11 0.001) 0.000 0.000 0.000 0.3'16 0.32 476:03 476.03 0.32 INC -12 0.000 0.000 0.000 0.000 0.369 0.37 493.54 493.51 0.37 INC '13 0.000 0.000 0.000 0.000 0.5.16 0.52 5=11.92 5.11.92 0.52 IFIC I .1 0.000 0.000. 0.000 0.000 0.666 0.67 591.01 591.01 0.67 IMC 15 0.000 0.000 0.000 0.000 0.771 0.77 625.66 625.GEi 0.77 INC IG 0.000 0.000 0.000 0.000 0.012 0.81 639.01 639.01 513.31 PEAK 17 0.000 0.000 0.000 0.000 0.6511 0.65 586.18 586.18 0.65 DEC 18 0.000 0.000 0.000 0.000 0.520 0.52 543.24 543.21 0.52 DEC 19 0.000 0.000 0.000 0.000 0.387 0.39 499.31 499.31 0.39 DLC 20 0.000 0.000 0.000 0.000 0.264 0.26 458.97 458.97 0.26 D LC 21 0.nno 0.000 _ 0.000 0.000 0.152 0.115 421.87 421.87 0.15 DEC 22 0.oao 0.000 0.000 0.000 0.046 0.05 387.66 387.66 0.05 DLC 23 0.000 0.000 0.000 0.000 0.02.1 0.02 380.02 380.02 0.02 DEC 21 0.000 0.000 0.000 0.000 0.022 0.02 379.12 379.12 0.02 1/11E- F i / _ .. .._.. ,. ���. -.',.: ••, •••_r :_ _�! +`fie "_ _^ _ - e��M� 'f ... -. r _ .e ' r _ in ?�=^:'_ � _ - _.. . ...ir —L.• Ic: ' �•( �_I' � I :ice •i:ii +_ -:- ;.) -�''' ii `�. •`°" .� - = t ,_' .i •:• r 1�` .y +r4 . _nr% I _' _mac. -�,3 �i � - •:•�: __ - ��..�° - !c'rr~.r�- r Li � i - - c'ra.-!7�.` . � ,rr 9;:/r. u•' ^•o:' . 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F'2F` ..r•xErrr �... _ 1 _ - - - FLOOD CO NT PIVERSIDE COUNT ROL :�,<. - _ ��. _J� ��x'.. 1: ' �• ' ' • .I . : 'S C 710N DSTr NAT— COr__RVA _ 100 -YEAR - 24 - Hr UP PPECIP lAl ION PLATE E- RAINFALL PATTERNS IN PERCENT `< 3 - HOUR STORM 6 -HOUR STORM 24 -HOUR STORM +y,lj�" I I•'C S-n ll, IJ - n 111 �1] ^M fit ^i•1 /1 Iln( 5 -h 111 1'[RI00 P(nlDn ID -h 111 1--h1.1 7u -4111 IIN[ P(Rlnn PCn100 a -Mlll IIn[ 1En ]e ^hlll qe -n 111 15 -/ •`�. y`7•1�1i. 1'C 11 ltl (1 - 1•[NI0D 1'(nlnn PERIJO I PCRIDO PC111n11 PCR10D P(RIOn PEnl00 On PEnIOn P(II If•ll .` PCRIn1117 P fllr') n YCnI /^-'� I I.J 2.0 ).T 0.5 1 •5 1.1 I.1 ].e {9 1.1 1 •2 .0 1•t -t .•/ 2 .b 1. 1' I.] 2.e {.e 10.0 2• .e I.i I.v {..1 So I•a 2 .] .l t I.1 ].] 5.1 1 ).9 ) +.9 1.{ 2.2 (.'1 52 2.0 ]•. ] e.6 29.9 S •L I•t 2.1 S.7 57 2.1 5 .7 1.) 20.] a T.+ S.e 5( 2.1 6 .] 1.4 l.Y 5a 7 1 1•S a.a q.{ 7 .1 1.6 Z.a 6.0 ss 7.2 1 ..] 1.0 ].e : t 9.0 9 1•n �•] 12.] 9 .1 1.6 2.c 11.0 51 2.+ 9 .{ I.] n.) ;1 2 10 1.5 .1 IT.e l0 .r I.e '.r 1 +.+ sq z.{ 10 11 1.0 6.+ le,.l II •1 1•L i.e 25.1 S9 2.5 II •5 1•) 1.0 54 2 I2 1•D S.Y a.2. t2 .e 1.! 7.0 /.{ 60 2.6 1'1 2.7 1.7 17 .e l•1 3 .2 la 2.2n.5 la •a 1•e ].D e2 3.0 la .5 2.0 Il.a 6T t IS 2•Z 1•.1 15 .0 1•e a•J L) ].9 IS .S 2.1 10.1 61 1 16 '•o la.l le .0 1.0 a•1 G{ {,2 l6 .6 2.5 e.; I,a I II 2.6 1.0 I1 .D t.0 .•a Z.0 •.•2 05 00 (,1 S.6 IT 16 .e ).0 I.a o; ly 19 .0 T.I L.9 01 1.9 IY 2A 2.1 20 .D t.2 1.5 G 21 J.) 21 L9 ,6 2! •L ].0 1.1 22 ]•t 2; .D 7.6 1 {•5 10 ,5 22 .1 - .0 I.o l0 Z] 2.9 23 .a ].6 ].{ 11 •) 21 .e ].e ;a ],q to .9 ).z 1.0 t2 ,Z 2{ .0 7.5 •a f2 2S 7.1 � 2e a.2 2e 9 ].9 26 .9 s 1, to ].. 29 .9 1.0 29 1.0 5.] Ir Jo 1.] 70 .7 S.1 70 I.1 S•I In .lJ 72 5.9 ]2 32 1.] ]•e e0 ]S 1.0 ]5 I.o I•I ]5 1.0 1.0 II] 36 1.0 15 ]6 1 7 9 ll• -� �• 39 1.1 ]V 2. 1 • 1 el a0 al 1.1 1.2 +0 •1 1.� .6 e., _rn t-1 lZ I.] {Z 1.5 .5 40 n 7.0 .5qt t5 1.5 a5 I.Y 1I �I 46 1.5 16 1.4 .ti Va Z _I l7 (a 1.6 1.6 {T {tl 1.q .1 46 1 I V t10TES: I. 3 and o -flour polierns based on the Indio areo ihunderstarin of September 24,1939, 2. 2.1 -Blur patterns bused on Iho general sturin of March 2 R 3,19;13. `t] 0 1- 0 lil J�y -7" L `J I.. RAINFALL INTENSITY- INCHES PER HOUR CATIIEDRAL CITY CHEnRY 7 COnO,tA C-i �.I F TI HOT 51111 111G c .r OW? AIIOtt FnEQUEIICT -u FREOUE11Cf v� FREQUENCY l _c FREQUENCY 111111AI 1011 m (f Z HINUTES n F- r > -l7 L O loo 111 7 f�] loo l0 0 M1111) 1ES J1 YEAR YEAR RAINFALL INTENSITY- INCHES PER HOUR CATIIEDRAL CITY CHEnRY VALLEY COnO,tA OESERI HOT 51111 111G CLSI1,U11C - w1LUINAR OW? AIIOtt FnEQUEIICT DUnATIOil FREOUE11Cf OI7nA71Ott FREQUENCY OunAII(),I FREQUENCY 111111AI 1011 FnC0UE1jC7 HI till IES HINUTES HIIIl11ES itI till IE5 10 loo 111 100 to loo l0 1110 M1111) 1ES YEAR YEAR YEAn YEAR YEAR YEAR YEAn YEAR to ;00 YCAR TEA S 4.14 6.76 5 3.65 5.49 5 3.10 4.78 5 4.39 6.76 5 3.23 4.7 6 3.73 6.08 6 3.30 4.97 6 2,04 4.30 6. 3.95 (I .00 6 2.76 4.5 7 3.41 5.56 7 3.03 4.56 7 2.64 4.07 7 3,62 5.56 1 2,75 a 3.15 5.15 a 2,82 4.24 8 2.41 3.01 8 3.35 5.15 u 4.2 9 2.95 4.81 9 2.64 3.'1'1 9 2.34 3.60 9 3.13 4.01 'i 4,5it ,%4 3.9 3.7 la 2.77 4.52 to 2.49 3.75 l0 2.22 3.43 la 2.94 4.S2 I ;'.32 3.' 1 2 62 4.28 11 2.36 3.56 11 2.12 3 '. 2T 1 2.70 4.20 II 2.21 3•. 12 2.49 4.07 12 2.25 3.3'1 12 2.04 3.14 12 2.65 4.0r 12 2.12 3.i 13 2.38 3.88 13 2.16 3.25 13 1.96 3,02 13 2.53 3.Ila 13 2.04 ].1 14 2.20 3.72 14 2.07 3.12 14.. 1.89 2.92 14 2.42 3.72 14 1.97 3.l 15 Sa 15 16 1.99 1.92 3.0n 2.90 IS 16 1.03 1.17 2.82 2.73 15 2.32 3.50 15 1.91 2.. X71% 2.11 3.44 16 2.24 3.44 I6 1.05 2•t 17 2.04 3.32 17 1.ah 2.60 I1 1.72 2.66 !7 2.16 3.32 I7 1.60 2.; I8 1.97 3.22 18 I.at) 2.71 10 1.68 2.50 18 2.09 3.22 ly 1.75 2.1 19 1.91 3.12 19 1.75 2.64 19 1.63 2.52 i9 2.03 3.12 19 1.10 2,1 �0 1.85 3.03 20 1.70 2.56 20 1.59 2.46 20 I.97 3.03 20 1.1.6 2. 22 1.75 2.86' 22 1.61 2.43 22 1.52 2.35 22 1.06 2.116 22 1.59 2. 24 1.67 2.72 24 1.54 2.32 24 1.46 2.25 24 1.17 2.12 e4 I.52 2.. 26 1.59 2.60 26 1.47 ?.22 26 1.40 2.17 26 1.69 2.60 i6 1.16 2.; 211 1.52 2.49 211 1.41 2.13 20 1.36 2.09 20 1.62 2.47 211 1.41 2. 30 5.46 2.39 30 1.36 2.05 30 1.31 2.02 30 1.55 2.39 30 1.31 2.• 32 1.41 2.30 32 1.31 1,90 32 1.27 1.96 32 1.50 2.30 .12 1.33 2.. 34 1.36 2.22 34 1.21 1.91 34 1.23 5.90 34 1.45 2.22 34 1.29 36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 J6 1.25 ►. 3a 1.28 2.09 38 '1.20 1.00 38 1.17 1.81 38 1.36 2.09 J4 1.22 1. 40 1.24 2.02 40 1.16 1.75 40 1.14 1.76 40 1.32 2.02 40 1.19 ►. 45 1.16 1.89 45 1.09 1.64 45 1.08 1.66 45 1.23 1.119 4% 1,13 1, 5o 1.07 1.78 5o 1.03 1.55 so I.03 : 1.58 50 1.16 1.70 50 1.07 1, 55 1.03 1.60 55 .99 1.47 55 .90 1.51 55 1.09 1.68 55 1,02 1. 60 .98 I.60 60 .93 1.Aa 60 .94 1.45 60 1.04 1.60 !.0 .9R I. 65 .94 1.53 65 .09 1.34 65 .90 1.40 65 .99 1.53 65 94 I 70 .90 1.46 70 as 1.29 In 07 1,35 to 95 1.46 lu 91 1• 75 .86 1,41 75 .02 1.24 15 .84 1.30 75 .91 1.41 15 u0 1 110 .83 1.35 80 .19 1.211 00 .02 1.26 00 .80 1.35 60 e5 1. OS BO 1.31 85 .11 1.16 as .00 1.23 as 85 1.31 05 .03 ! 51,OPF = 080 SLOPE _ .550 SLOPE - .480 SLOPE • 500 5LOPE a. 480 1.0 a 1i s �! 5 1� - li f 1 o 0 I 2 3 1 - , I.V I q• S J 9 C3 7 0 5 C 3 1 2 1 f I 5 PLATE D -5.1 • i I 7 II it' rl.� , , , i , ill II)lIIII1 +l111: {!111 llil11l 1 !Ir • H i l l' � I I I ^. I I I I! I i l l i l l l l' 11 1 1 1 1� l l 1'I :• + I l l t l l ! ! IIIIIIlI11:1111!1! 11111! :I'll i,�v {I+I 11!1111% 1111:11111!11i!11111!1!!:7I7 .I• i l r l 1 I: t; I I III r i l l( I '' li�: II Ilrlllr Ir 1!11111' 1 I '';11111' ' ;!11111 11111 !1111' rllll111!!1 Illlllli!: 11111!,1 I 1 1 I I I I r•1 .' I I I I i; 1 i�!� I I!! I I' I t !' I I' I 'TT-7 LL_ 1`' i If I11!,I tll •nl IIIt11111111111+ 111111' 111tllllll!11i1 z . I I l i l:'! t l i l l l I I I! ; I i l{ t i: l l 1 i l l l t i I I 1 1 �• , I 1 1 1 1 1 1 =1 t l 1. 1 if i! 1!! l i -1 I l i l l l' I 1 1 1 1 1 1 I I! i i l t l l i r; l l l L I: i i l t l l �`• i r! I!! I I I I^! i!' V I I I:; I 1 1 1 1 1, 1 1 1 1, 1 1 1 1 1 1 1 1 1!! l i l I ! tV 11 _ •11!1!11 {i1 IIi1111!!it "•'111111'!1 {IIIIflliiilliil!1 I I I: I i ! i! i l i l, t .• I l l i l l 1; 1 1 1:+ I I I i i i, i l I i i 7 i i i! I I I I r 1 1 I t l l l Z l •' I! I I l l l: l: i l l I� i l l+ t i! I 1 1! I I I I, 1 1; I l l l i l i i l l l l l i' l l l l l i l l! I W I r 1 r r. it I t i 'l 1 1 1 r v I! II % I II'I 1 Itiil!illlll: ! 1!'11 i IIII r I 11! I!' (; ;: I!! i I I i i!! ! 1! 1 1: I :1 I I I : LL- -177, T 71 1! 1 1 1 1 1 •%. ! I I I I! If 1 1 1 1 1 1 1, I 1 1 + 1 1 1 1! I l l ,•I I A D C, C' 1, 1111, E: !:I +! 1 1 1 1 ! i I I I I I! I I l l l l f I I 114AA I I l i l i l + 1 1 1 1 1 1 1! 1 1, 1 1 1 1 1 +. 1 !' +' ' PERCEN IL`.{i aF. NPERVIDUS I l l l it I I I ,• ! 1 1 1 1 1 1 V' ! I I I 1 1 1 77 I I I V I I I I I! 1 1 1 1( I I I I ,•'I ;III;• r ' t f i l l l ji Ililll!:!tillll:I 'ill! 1' • I I+ I I I' I { 1!! 1 1: IIIIli111111!11111111111lII : I I, 1 1 1 1 i II!!II!!11111111111 l l l l l i': I I I I I I I R C F C 8 I 1 1 I I I I 1 1; 1 1 +!' 1• 1 ,11 11 }- �YDROLOGY MANUAL 111111 11111 111111 1. Ili1li :11111•�III11111111 IT 111111 !IIII I 1 1 !;{ I .I : I I i 1 1 1 t l l: I I I I, I 1 1 1 1 1!' I I 1 1 1 1 1 1 1 1+ RUNOFF COEFFICIENT CURVES ' SOIL GROUP. COVER TYPE -URBAN LANDSCAPING A M C- H 1 (RUNCIFIF INDEX NUMBER. 32 ) H i1,111111!(ill I ;Ii111(if ! I f ! I 1,! ill:rll!;!It:i!!1i111llllllll,i 1 ,, . 1 ; i i RAINFALL INTENSITY IN INCHES PER HOUR 1 - , I.V I q• S J 9 C3 7 0 5 C 3 1 2 1 f I 5 PLATE D -5.1 i' Old Orchard — 8 Lots Subdivision CVE Job # 01152 Tract 30378 rSW Corner Madison and Avenue 51 (Vista Bonita Trail) i, i I I I 1i i By: John W. Cavin RCE 16802 General Information: Location: SW Comer Madison and Avenue 51— La Quinta Latitude: 116 degree 15" W 33 degree 40.l' N Soil: SCS Survey MdB — Soil Group A — Lots 1 & 2 GbA — Soil Group B — Remainder of Site Rainfall — Storm Volume 100 year —1 hr — 1.6 in RCFCD Plate D -4.4 100 year — 3 hr — 2.0 in Plate E -5.2 100 year — 6 hr — 2.25 in NOASA Atlas 2, Vol XI 100 year - 24 hr — 4.5 in Atlas 2, Vol XI Intensity Duration — Cathedral City RCFCD Plate D -4.1 Time of Concentration Dependent Patterns of Rainfall RCFCD Plate E -5.9 Percolation Rate Per Soils Report — 12 to 16 in/hr Sladden Engineering Project 544 -1497 (April 15, 2002) Per City of La Quinta — 2 in/hr maximum (Used for Design) Impervious Cover: Lots 1 to 4: 1. Have not offsite drainage — drain form West to East 2. Have individual retention basins for onsite percolation 3. Impervious areas: Residence 3600 sf Driveways — (25' x 105') + (30 x 22) 3285 Hardscape — (25 x 40 + 20 x 40) (pool, deck, patio) 1800 Sidewalk — 40 x 100 400 Out Bldgs — 30 x 30 900 Approx Total/Lot (use 10,000 sf/lotO 9985 sf 4. Tributary Area of Lots 1 thru 4 — (280'. x 632) 176,960 sf 5. Percent Impervious Cover 10,000 (4 Lots) 177,000 = 22.6% Lots 1 & 2: Use Runoff Coeff Curve for Soil Group "A ", Single Family — I Acre Lot — 23% Impervious Inteiplate from: RCRCD Plate D -5.1 Old Orchard — 8 Lots Subdivision CVE Job # 01 152 Tract 30378 John W. Cavin REC 16802 Page 3 of 8 13. Total Tributary Area (See Drainage Area Map) Tributary 5 20,550 Tributary 6 69,386 Tributary 7 5,657 Tributary 8 90,000 Tributary 9 34,650 Tributary 10 8,005 Tributary 11 11,239 Tributary 12 8,972 Tributary 13 90,546 339,005 sf Tributary Area 14. Lots 5 thru 8 (Retention Basins 5 thni 9) Percent Impervious Cover 140,000/339,000 = 41.3% 15. Use Runoff Coefficient Curve for Soil — Soil Group `B" Single Family — % Acre Lots — 41% Impervious Interpolate In: RCFCD Plate 17 — 7.2 Inlet and Pipe Design: 1. Curb Inlet No. 1 Time of Concentration: Use longest Flood Path Longest Flood Path is along Vista Bonita Trail, (VBT) and Madison Street to the Curb Inlet at Madison/Norris. a.) Initial Time for Runoff to start — Assume Ti - 6.6 min b.) Time to travel VBT roadside Swale to Madison Elevation @ West end of VBT — Approx 521 per USGS Elevation @ East end of VBT — Approx 516 per Survey DH= 5' Length of VBT Tributary Area L =950' Use Plate RCFCD D -3: H = 5, L= 950, 50% Impervious for possible Landscaping and curb /pavement =17.5 min Or use V =2 2.4 fps in future curb and gutter = 950 = 6.6 Iran (Plate D -7, 8), S = 5/950 =.0053 2.4 x 60 Use Most Conservative Tt =6.6 min c.) Travel Time along Madison future curb /gutter Slope = 515.59 — 513.54 = 2.05 = 0.0023 1/1 2725 —3619 894 6" curb face, 43' from centerline to curb @ 2% crosslope Madison flowing 6' deep at curb Full Street, Q = 11.8 cfs Street Capacity = 6 cfs, Velocity = 1..5 'fps Time of Travel = 894 " /1.5 x 60 = 9.9 min 10 min d). Total Time for Inlet (cb #1) 22 min Plate D- 4.1 100 year Storm Intensify for Tc = 2' ) min (plate D -4.1) 2.86 in/hr Tributary Area = Areas 8,9,10, 11 = 330 Acre Old Orchard — 8 Lots Subdivision CVE Job # 01152 Tract 30378 John W. Cavin REC 16802 Page 4 of 8 Runoff C for Soil Group "B ", 41% Impervious, 1 =28, C =0.746 Q 100 =AC 1 = 33' (.746) (2.79) = 6.87 cfs 6.87 cfs Plate D — 7.8 1/2 Street Capacity @ 6" TC depth = 12/2 = 6 cfs Plate D — 7.8 1/2 Street Capacity @ 0.69' depth to Right of Way = 36/2 18 cfs Madison Street has adequate Capacity for Q100 @ D =0.52' 2. Curb Inlet c.b. #1 @ Madison: Q100 = 6.9 cfs, Flow depth = 0.52' Continuous Slope @ S =.0023 1/1 6" Curb Height, 4" Curb Depression, Curb Opening = 10" = 0.83' Set Fl of Cross gutter @ Centerline of Beth @ Same elevation as TC at Inlet #1, to create Low Point and insure all offsite flow into Retention Basin System. Water Depth a Inlet = TC elevation = 6" + 4" = 10" = 0.83' = H Opening height = 6 + 4 = 0.83 ( RCFCD — Local Depression #2) H/h = 0.83/0.83 = 1.0 Inlet Capacity @ Sag = 2.5 cfs /If Required Length = Q 100 /Qc = 6.9/2.5 = 2.76 Use Standard RCFCD Catch Basin No-1 L -4.0' = W V= Depth from Tc to Outlet Flow line = 4.0' = V V' = Slope of bottom of CB = = 0.5' = V1 Use RCFCD Local Depression No. 2 Case B 3. Storm Drain Pipe Design: Pipe Flows out of Curb Inlet into drywell below the bottom of the Retention Basin. Small nuisance flows percolate away in the Drywell. Larger flows fill the Drywell and overflow out the grate of the top of the Drywell and collect in the Retention Basins and Percolate into the bottom and sides of the Basins. Q100 = 6.4cfs, N = 0.010 (Smooth HDPE (N -12 Pipe) (18" has excessive HGL losses) (Fields Calculator) Use 21" HDPE @ S pipe = 0.0656 into Drywell HGL Slope (So =.00092 1 /1, V = 2.7 fps HGL Losses: a) Loss @ CB = 1.2 V2/29 = 0.13 b) Friction Loss = .00092 (47') = 0.04 c) Loss @ Drywell Outlet = 1.0 V2/29 = 0.11 0.28 C. ' Old Orchard - 8 Lots Subdivision CVE Job # 01152 Tract 30378 ' John W. Cavin REC 16802 Page 5 of 8 HGL Losses = 0.28 Elevation Summary @ Madison Street: Retention Basin WS 100 = 51233 - 0.08 (Max) 512.02 Curb Inlet WS 100 - 512.80 + 0.5 = 512.30 512.30 ' Curb Inlet TC /Street Flow WS 100 = 513.65 Inlet Depression Flow Line 512.80 Actual conditions are not as tight as the calculations appear: i1. The tested perc rate is 12 to 16 in/hr. Using 12/2 = 6 in/hr gives a safety factor of at lease 3. I2. Using 6" per hour gives a Retention Basin Volume 100 = 6300 cf instead of 16,213 cf using ?in/hr per City Requirement. 3. The peak-water surface remains for less than 1 hour, Floods Madison Ito a curb depth of 0.52, and floods 21:5 feet of the 43 ft street % width. This leaves one Lane open for traffic under even the worst conditions, with a Total Safety Factor of at least 2 x 2.5 - 5 (SF) ' Design - Inlets 2 and 3 a) Time of Concentration - Orchard Street and Lots 5 thni 8 Initial Ti - Flat, sandy soil, start ninoff. 10 min RCFCD Plate D -3 Initial Sub area (Lot 5) DH = 516330 - 515.88 = 1.58 i L = .95' 6.7 min t Old Orchard Gutter Travel: S = .005 1 /1, N = 0.015, 6" Curb Height L= 515 LF RCFCD Plate D -7.8 Peak Full St flow @ TC =17.7 cfs, 'V = 2.3 fpd Tt = 515/2.3(60) = 3.7 min Tc = Total time of Concentration 20.4 min RCFCD Plate D -41 b) Intensity I 100 = 3.03 in/hr I 100 =.3.03 in/hr c) Tributary Area = 6 + 7 = 1.59 + 0.13 = 1.72 Ac A= 1.72 Ac d) Runoff Coefficient- (SGB, 41% Impervious, I= 3.03) C=0.76 'I Q100 = ACI 100 = 1.72 (.76)(3. 03 = 3 = 3!.96 cfs (East Y2 of Orchard Lane West % is less since lots 1 - 4 do not drain to street) RCFCD Plate D 7.8 Street %z St capacity frill to Crown exceeds 20 cfs CB #3 Street Flow West '1Z Old Orchard Street: CB #3 Q100 = 3.96 cfs j, d =0.4', V= 1.9 fps i CBr2 Street Flow West % Old Orchard Street: CB L A= Area 5 = 0.47 Acres I100 = 3.03 in/hr 1 ' Old Orchard - 8 Lots Subdivision CVE Job # 01 152 Tract 30378 John W. Cavin REC 16802 Page6of8 C = 0.88 (90% Runoff- all Pavement) ' Q100 = AC + .47 (.88)(3.03) RCFCD Plate D 7.8 d= 0.30', V = 1.35 fps Water can be allowed to Pond in the street to TC elevation at both curb inlet for efficiency. CB #2 and 3 therefore have same capacity as CB #1 on Madison Street. Q/L = 2.5 cfs /LF (see page 5) Required length of each is the than 2. CB #2 and CB #3 Use standard RCFCD CB #1 Use local depression No. 2 Case B HGL Losses: L= 4.0' =W V = 4.0' = Depth to Outlet Flow V 1 = 0.5'= Slope to CB Bottom Loss in upstream CB 42 = 1.2 V2/29 = (V= 1.55fps) 0.01 Friction Loss SD #B =.00012(62') = 0.01 Loss in CB #3(Inlet) = 1.2 V2/29 = 0.01 Outlet loss in CB #3 = 1.2 V2/29 = (V =1.6 fps) 0.01 Friction Loss SD #C =.00043(33 1) 0.01 Outlet Loss in Dry-well = 1.2 V2/29 = 0.01 EHGL 0.06 Elevation Summary @ Old Orchard Lane CB #2 & CB #3: Top of curb (TC) Elevation @ CB #2 513.70 CB Depression Elevation 512.87 Max Depth of Street Flow (CB #3) .40 W.S. in CB #2 (Upstream) (512.16 + 0.08) 512.24 W.S. in CB #3 (Downstream) (512.02 + 0.14) 512.76 W.S. in Retention Basin 512.03 Note: CB inlet depressions are 0.5 above the Highest Water Surface in either CB, and will be free flowing into the CB WS 100 is at least 1.0' below normal flow of ;utter. CB #2 (West side of Old Orchard) Tributary Area #5 = 0.49 Ac Tc = 25 min, I = 2.66 in/hr, C =0.9 Q100 =1.17 cfs Use HDPE, CPP, n= 0.010; S f= 0.00065, d = 12" Pipe slope So =.005, V = 1.5fps (From Feld Calculator) Hf = .04, V2/29 =.0-35 Use 12" CPP pipe CB #2 to CB #3 - 1.2 lir + Hf = 0.0041 .04 = .08 Old Orchard - 8 Lots Subdivision CVE Job # 01 152 Tract 30378 ' John W. Cavin REC 16802 Page 7 of 8 CB #3 (East side Old Orchard Drive Tributary. Area # 6 & 7 A =1.72 Ac, To = 25 min, I = 2.66 in/hr, C =.9 Q100 =AC1 =4.12 cfs+ 1.17 =5.29 cfs Use 18' CPP pipe CB #3 to Sand Filter ' CB #1 (Westside of Madison Street) Tributary Area 8, 9, 11, 10 = 2.68 Ac ' Ti - 10 min, Tt = 1520 LF a 2 fps = 12.7 min, To - 23 min I = 2.66 in/hr, C=.9, n =.01 0, 0 = AC 1 = 2.68 (.9 (2.66) = 6.41 cfs d = 21" HDPE CPP Sf = 0.00092, So = 0.0656, V = 2.65 fps ' Hf =Sf(L) =0.04 Hv =V2/29 =0.11 1.2Hv ±Hf +Hv= 2.2(.11) +.04 = 0.28 WS 100 = 512.80 - 0.5 (freebd) - 0.28 = 512.02 in Retention Basin Use 24" RCP CB #1 to Outlet/Junction Riser IConnector Pipes: Pipes from CB #1 & CB #3 flow into Basin #9 Peak inflow = 1.73cfs @ hr 14 of 24 Storm [TA = 5.0 Ac (not 7.080)] (Area 5 -.13) = 3.94 cfs @ 2.5 of 3 hr ' = 3.54 cfs @ 5.5 of 6 hr Qp = 3.94 (5.0 Ac /7.08 Ac) = 2.78 cfs (Area 5 thni 12) Q = 3.94, n =.009 (PE pipe) S =.0064 x 25'= 0. 16, V = 5 fps, Hv =.39 Q = 2.78 cfs, n =.009, S =.029, V = 3.5 fps, Hv - 0.19', Hf = C.16 Ise 12" Center line HDPE PCC Connector Pi es i� Sand Filter Leach Field Design L Lots 1 thru 4 retain onsite and do not contribute nuisance water offsite. 2. The back 60% of lots 5 thni 8 also retain onsite and do not contribute ' nuisance water offsite. 3. The front 40% of Lots 5 thni. 8 contribute nuisance water to Old Orchard Drive and to the Sand Filter System Nuisance Water = 0.4 (.458 cf/hs) (4 hrs) = 0.73 cf /hr. 4. Street Landscaping Nuisance Water from Madison and Vista Bonita will contribute nuisance water to the Sand Filter. Beth Drive Landscaping ' drains directly into the Retention Basin and does not contribute ro the Sand Filter. Vista Bonita Landscape (existing) = 592'x 19' = 11,248 sf ' Madison (Future) = 596' x 26' = 15,496 sf ,I- Old Orchard - 8 Lots Subdivision CVE Job # 01152 Tract 30378 John W. Cavin REC 16802 Page 8 of 8 5. Landscape Nuisance Water = 3.41 oph/2000 sf = 3.41 (26,744)/2000 = 45.6 gph = 45.6 (.1337) = 6.1 cf/hr Lots 5 thru 8 = 0.7 cf/hr Total Nuisance Water = 6.8 cf/hr 6. Sand Filter Capacity = 18.4 cf/hr >6.8 7. Leach Chamber Capacity = 2.8 sf/LF (0.25/12 ft/hr) = 0.058 cf/hr/LF Required Length = (6.8 cf/hr)/ 0.058 = 117 LF Chambers are 7' Long. Number of chambers = 117/7 = 16.7 Chambers Use two rows of 9 chambers each -18 total. 8. Pipe size from CB #1 to Sand filtration: Q = 6.1 cflu /3600 sec/hr = 0.0017 cfs Capacity of 6" CPP @ S =.0004 = 0.15 cfs, >0.0017, 4" CPP has capacity but is to easily blocked by trash. SAND FILTER/LEACH FIELD DESIGN - SUMMARY Calculations #1 1. House Nuisance Water - Lots 5 thru 8: 4 (Front 40 %) (.458 cf/house) = 0.73 cf/hr 2. Street landscape Nuisance Water (26.744 sf 3.41 gph/2000 sf (0.1337 gal/co = 6.1 cf/hr Total: 6.8 cf/hr 3. Sand Filter Required = 6.8/18.4 = 0.37 4. Leach Chambers Percolation rate 0.25in/hr = 0.0208 ft/hr Chamber Capacity = (2.8 af/LF) 0.0208 = 0.058 cf/hr/LF Required Chamber Length = (6.8 cf/hr) /0.058 = 117.LF Use Two Rows of 9 Chambers each Total Length = 18 (7') = 126.LF Sand Filter Sizing Calculations House and Street Landscape Nuisance Water 6.8 cf /hr Calculation 91 Use One Sand Filter - Capacity 18.4 cf/hr Calculation #2 Use 126 LF of Leach Chambers - (2) rows, (9) - 7 LF Chambers Each. Capacity 126 (.058 cf/hr/LF) = 73 cf /hr Q 0 Ca �< C � l� I Length (L), of initial area in feet / r- C7. I O.. .\ `• cn 1 I I N O Ln 1 03 V Cui I p O O O O 0 O O O O O O O O O O O o j nt Time of concentration in minutes for special � UJ Cri 1,D w M L O O O O C:) X, X, L31 U U �o m n CD i=r o• �n O •L7 Z 0 VI cn 0— 0 � rD O II II u, O m =1 O _ 0 T n II n II Cn II cn LO O •N O i1 Ob`1 _ It II o 3 `a_ � co (A -n n O o' J.. D U, O cn o M � Z o p -n o o n N D OI —I f— D (n C 2. -I M - ) M o �O D U, D Z I Length (L), of initial area in feet / r- C7. I O.. .\ `• cn 1 I I N O Ln 1 03 V Cui I p O O O O 0 O O O O O O O O O O O o j nt Time of concentration in minutes for special � UJ Cri 1,D w M L O O O O C:) X, X, L31 U U �o m n CD i=r o• �n O •L7 Z 0 VI cn 0— 0 � rD O II II u, O m =1 O _ 0 T n II n II Cn II cn LO O •N O i1 Ob`1 _ It II o 3 `a_ � co (A -n n O o' J.. D U, O cn o p -n o o n N N - -- —I rrl `•, o — a o 0 O �v , d < D j o A< io r < o �•... > ❑ . 0 0 0 ono s� ° O ` n < �' Z r- 3 �• ' o' �' °..o i m a /Dev /kopmenl r Zoning (lc) c -< �� —o; o o ID P rcenlage of Impervious Cover(nl) n D ti CO O // e I el vallon 61•),1*ri,•feel be meen ends of lniliol area I= 0 ,n n_ DtfPerenc i N i,l�AlnUimO 11 ClC] — N Uj�LnClmE) N lNX,U O tl O O 000000 O 000 O \` 00 o �_ L of concentration (TC) /minutes for Singl Fai ily Development (1111. Acre) Time I ) C UI J ICI o p -n o o n N N - -- —I n_ DtfPerenc i N i,l�AlnUimO 11 ClC] — N Uj�LnClmE) N lNX,U O tl O O 000000 O 000 O \` 00 o �_ L of concentration (TC) /minutes for Singl Fai ily Development (1111. Acre) Time I ) C UI J ICI . . . ..... .... 7 f) ' 1 �2 2E' 1 2 6 I ` I 2% 2 n '0.015 TYPICAL SECTION 5 6 a la 15 zo 25 20 40 70 so so $00 IM zoo .100 400 SOO sco SCO 1000 IZ 3 4 a 6 a 10 is ZO 2S la 40 so 60 00 100 ISO zoo 300 400 500 600 Boo 'coo D I S*C H A R G E - C.F. S. (TOTAL FLOW IN STREET) RIVERSIDE COUNTY FLOOD CONTROL ' i A WATER CONSERVATION DISTRICT VELOCITY ' DISCHARGE CURVES R CF C B WC D 52' ROADWAY 6"a 8'' CURBS --i Pi ATE D-7*8 40 30 ZO E I 'a ELM NEI m J� i i nun Ma can J 0.9 REM Rum* a L M mrmmz Ilmimal ' 0.8 IfmrFm [wriu; ran ulh 0.7 BMW 0.6 ' I 0.3 IZ 3 4 a 6 a 10 is ZO 2S la 40 so 60 00 100 ISO zoo 300 400 500 600 Boo 'coo D I S*C H A R G E - C.F. S. (TOTAL FLOW IN STREET) RIVERSIDE COUNTY FLOOD CONTROL ' i A WATER CONSERVATION DISTRICT VELOCITY ' DISCHARGE CURVES R CF C B WC D 52' ROADWAY 6"a 8'' CURBS --i Pi ATE D-7*8 E I ELM NEI m J� i i nun Ma can ff. %120 REM Rum* a L M mrmmz Ilmimal IfmrFm [wriu; ran ulh MMLI BMW B4QfRtlt mmumsunwinuxuall §� .rml 9 Ulm flu Ili ql1w... "to Rum am�® I mmums pul Ml all mumou umnu .B; iw WOMEN tualut rA nLl 11w 110P XV t IMIFIW Jujul a ., lime IZ 3 4 a 6 a 10 is ZO 2S la 40 so 60 00 100 ISO zoo 300 400 500 600 Boo 'coo D I S*C H A R G E - C.F. S. (TOTAL FLOW IN STREET) RIVERSIDE COUNTY FLOOD CONTROL ' i A WATER CONSERVATION DISTRICT VELOCITY ' DISCHARGE CURVES R CF C B WC D 52' ROADWAY 6"a 8'' CURBS --i Pi ATE D-7*8 I 0 i-, (.n o p 0 HEIGHT OF OPEN114G (h) IN FEET 1 P CD 0 CD 0 0 0 Ili p . ;� 6-1 fn L iD C7 cn cn p, Cl, 4, J --j co to Ur CJr ul Ln Ln Ln HEIGHT OF CUr,\o OPE1•ING (h) 114 INCHES 1. p p p P o 0 0 0 0 0 ca 0 6, bo m CAPACITY PER FOOT OF LENGTH OF OPENING (Q/Q lr }/C.F.S. PE� FOOT cn C13 C) C) 0 n 0 Z: a 0 s o [TI Z- 0 n M U) O 0 Cu X Cr] RATIO OF DEPTH OF no Ln 0 -1 I 1 171 1 1 1 1 1 11 n > 0 0 0 0 — !'I :I-- Ul 0 0 p - p - p — �j 14 co to 0 0 o I 0 > Ln 113 N Ln I U T- co > 0 0 Ul q X m 0 Ln o Cr] LU 3: I r- o I 0 i-, (.n o p 0 HEIGHT OF OPEN114G (h) IN FEET 1 P CD 0 CD 0 0 0 Ili p . ;� 6-1 fn L iD C7 cn cn p, Cl, 4, J --j co to Ur CJr ul Ln Ln Ln HEIGHT OF CUr,\o OPE1•ING (h) 114 INCHES 1. p p p P o 0 0 0 0 0 ca 0 6, bo m CAPACITY PER FOOT OF LENGTH OF OPENING (Q/Q lr }/C.F.S. PE� FOOT cn C13 C) C) 0 0 Z: a 0 s [TI Z- 0 n X Cr] RATIO OF DEPTH OF WATER AT OPEIIII14C HEIGHT OF OP 14IN (1-1/li) IN FT/FT Ln 0 -1 I 1 171 1 1 1 1 1 11 n > 0 0 0 0 — !'I :I-- Ul 0 0 p - p - p — �j 14 co to 0 0 o I 0 > Ln 113 N Ln I U T- C.) 0 0 q 0 Ln Cr] CATCH BASIN - STORM DRAIN DESIGN PREPARED BY COACHELLA VALLEY ENGINEERS DATE: 6 -30 -03 JOB #: 01152 PROJECT: TR 30378 BY: AMG- PIPE BASIN GRATE NET EXIT LOSS LOSS AT D.S. S I ORM DRAIN LINE: "B" DIA.(IN) Q100(CFS) WS100 OPENING(FT) OPENING(SF) AT GRATE END OF PIPE OUTLET DESIGN (DRY WELL) 1.1HV= 1.2HV= 24 9.05 1 512.61 2.00 1.38 0.142 0.155 VELOCITY IN 24 " PIPE Q= 9.05 2.88 PER SEC. HV= V2 /2G= 0.129 A= 3.14 V =Q /A HGL AT U.S. END STORM DRAIN LINE DESIGN LENGTH OF PIPE(d) 29.09 MANNING "S INDEX(n) 0.012 TYPE OF PIPE CPP(N -12) CONFLU.ADJ,(CFS) -0.14 DESIGN FOR CATCH BASIN NO. 3 PROP. WIDTH OF OPENING (W)(FT) CURB HEIGHT (IN) DEPTH OF DEPRESSION (IN) DEPTH OF FLOW AT OPENING (H)(FT) HEIGHT OF OPENING (h)(IN) Q100 TO OPENING (CFS) TC AT OPENING Sf =[ Q n ) 2 [d 8 13(K')] Hf =L(Sf) K' =0.463 Sf =[ 0.108600 )2= 0.001358 [ 2.946667 ) Hf= HGL AT U.S.END= 1.1 HV= 100YR WS IN CB= 4.00 H /h= 0.48 6.00 Q /L= 2.50 (PONDED TO TC) 4,00 0.40 Q= 7.50 3.00 FOOT WIDE OPENING (MIN) 10.00 (Q /L) 2.50 USE W(MIN)= 4.00 OK 7.50 513.70 VS HGL 513.09 OK HGL100 512.610 0.142 0.155 512.906 0.0395 512.946 0.142 513.088 SHEET 1 OF 2 STORM DRAIN LINE: "B" LENGTH OF PIPE(d) MANNING "S INDEX(n) TYPE OF PIPE Q100 (CFS) DIA OF PIPE(IN) 62.00 0.012 CPP(N -12) Sf =[ Q n ] 2 K' =0.463 Sf =[ 0.020280 ]2= 0.000220 1.69 [d 8 /3(K')] ( 1.366925 ] '18.00 Q= 1.69 V =Q /A= 0.96 Hf =L(Sf) A= 1.77 Hf= 0.0136 HV= V2 /2G= 0.014 HGL AT U.S.END= 513.101 DESIGN FOR CATCH BASIN NO. 2 1.2HV= 0.017 100YR WS IN CB= 513.118 PROP. WIDTH OF OPENING (W)(FT) 4.00 H /h= 0.30 CURB HEIGHT (IN) 6.00 Q /L= 2.50 (PONDED TO TC) DEPTH OF DEPRESSION (IN) 4.00 DEPTH OF FLOW AT OPENING (H)(FT) 0.25 Q= 1.69 :0.68 FOOT WIDE OPENING (MIN) HEIGHT OF OPENING (h)(IN) 10.00 (Q /L) 2.50 USE W(MIN)= 4.00 OK Q100 TO OPENING (CFS) 1.69 TC AT OPENING 513.70 VS HGL 513.12 OK DATE: 01152 JOB #: TR 30378 PROJECT: AMG SHEET 2 OF 2 BY: 0.000 r r w w r� w w wI� rr w w r w w w w w r RATIONAL METHOD CALCULATION FORM COACIIELLA VALLEY ENGINEERS DRAINAGE AREA I SOIL & A I DEV. TYPE ACRES iN /HR PROJECT: JOB NO: 01152 DATE: 06 -30 -03 FEQUENCY: 100YR/24HR CLIENT: VANDENBOS BY: AG C IA q £ q I SLOPE ISECTION1 V L T £ T REMARK US US % FPS FT MIN 1 90 -B 0.42 4.52 0.89 1.69 10.50 INITIAL AREA L =!;10' i1 =2.01' 1.69 0.50 i6 "PIPE 0.96 62.00 1.08 11.58 2 50 -B 2.33 3.88 0.84 7.60 13.50 INITIAL AREA L =510' H =2.61' 7.60 3 75 -B 1.14 4.07 0.87 4.04 12.50 INITIAL AREA L =550' H =2.04' 4.04 CONFLUENCE 1 8 2 13.50 9.05 OAS 24 "PIPE 1 2.88 31.09 0.18 13.68 SHEET 1 Im m m� it � m r� w" m r m� m� ,ter �. PIPE VALUES 4.14 18"= 0.00 24 "= 0.00 30"= 0.00 3G•'= 0.00 42 "= 0.00 40 "= U.UU BASE C VALUES 10 I•Fp C =0.9( Ai+ I Ap) 50ITYPE A: 0.826 4.2B 50 %TYPE B: 0.849 2.49 75 % TYPE A: 0.063 13 75 %TYPE B: 0.875 3.88 90 % TYPE A: 0.885 2.28 90 %TYPE B: 0.890 15 INTENSITY INIHR (0.58 SLOPE) PER PLATE D -4.1 (CATH.CITY) 10YR 100YR 5 4.14 6.76 6 3,73 6.08 7 3.41 5.56 8 3.15 5.15 9 2.95 4.81 10 2.77 4.52 11 2.62 4.2B 12 2.49 4.07 13 2.38 3.88 14 2.28 3.72 15 2.19 3.58 16 2.11 3.44 17 2.04 3.32 18 1.97 3.22 19 1.91 3.12 20 1.85 3.03 22 1.75 2.86 24 1.67 2.72 26 1.59 2.60 28 1.52 2.49 30 1.46 2.39 32 1.41 2.30 34 1,36 2,22 36 1.32 2.15 38 1.28 2.09 40 1.24 2.02 45 1.16 1.89 50 1.09 1.78 55 1.03 1.68 60 0.98 1.60 65 0.94 1.53 70 0.90 1.46 75 0.86 1.41 80 0.83 1.35 85 0.80 1.31 is t'. i� 'a r. 3 g� sy a' THIS CHART IS BASED ON THE STREET FLOWING BOTH SIDES FLOW IN STREET PER PLATE D -7.5 GRADE Ml Q 0.40 0.50 0.60 0.70 1.00 2,00 3.00 4.00 5.00 2 1,55 1.73 1.85 1.95 2.20 2.90 3.45 3.G1 _ 3.90 4.07 4.30 4.47 3 1.G5 1.90 2.UU 2.05 2.38 _ 3.08 4 1.87 2.03 2.15 2.20 2.56 3.25 3.76 4.23 4.65 5 1.92 2.12 2.30 2.35 2.74 3.43 3.91 4.40 4.82 6 1.95 2.20 2.34 2.55 2.92 3.60 4.07 4.56 4.99 7 1 2,00 2.22 1 2.37 2.57 .3.10 1 3.78 4.22 4.73 5.17 8 2.01 2.24 2.41 2.59 3.11 3.95 4.38 4.89 5.34 9 2.02 2.26 2.44 2.61 3.12 4.13 4.53 5.06 5.51 10 2.03 2.28 2.48 2.63 3.13 4.30 4.69 5.22 5.69 11 2.05 2.29 2.49 2.65 3.14 4.32 4.84 5.39 5.86 12 2.07 2,30 2.50 2.67 3.15 4.33 5.00 5.55 6.03 13 2.09 2.31 2.51 2.69 3.16 4.35 5.15 5.72 6.21 14 2.11 2.32 1 2.52 2.70 3.19 4.36 5.17 5.88 6.38 15 2.12 2.33 1 2.53 2.72 3.21 4.38 5.20 6.05 6.55 16 2.13 2.35 2.54 2.74 3.23 4.39 5.22 6.06 6.73 17 2.15 2.37 2.55 2.76 3.26 4.41 5.24 6.07 6.90 18 2.18 2.39 2.56 2.78 3.28 4.42 5.27 6.08 6,91 19 2.20 2.41 2.58 2.80 3.31 4.44 5.29 6.08 6.92 20 2.23 2.44 2.60 2.82 3.33 1 4.45 5.31 1 6.09 6.93 21 2.26 2.48 2.63 2.84 3.36 4.41 5.33 6.10 6.94 22 2.30 2.52 1 2.66 2.86 3,38 4.48 5.36 6.11 6.95 23 2.35 2.56 2.69 2.88 3.41 4.50 5.38 6.12 6.96 24 2.40 2.60 2.72 2.90 3.43 4.51 5.40 6.13 6.96 25 2.45 2.64 2.75 2.92 3.46 4.53 5.43 6.14 6.97 26 2.50 2.68 2.78 2.94 3.48 4.54 5.45 6.14 6.98 27 2.55 2,72 2.81 2.96 3,50 4.56 5.47 6.15 6.99 28 2.60 1 2.76 2.84 2.98 3.53 4.57 5.50 6.16 7.00 29 2.65 2.80 2.87 3.00 3.55 4.59 5.52 6.17 7.01 30 2.70 2.84 2.90 3.02 3,58 4.60 5.54 6.118 7.u2 31 2.73 2.87 2,93 3.06 3.60 4.62 5.56 6.19 7.03 32 2.75 2.89 2.96 3.10 3.63 4.64 5.59 6.20 7.04 33 2.78 2.92 2.99 3.13 3.65 4.65 5.61 6.20 1 7.05 34 2.80 2.94 3.02 3.17 3.68 4.68 5.63 6.21 7.06 35 2.83 2.97 3.05 3.21 3.70 4.70 5.66 6.22 7.06 36 2.85 2.99 3.08 3.25 3.73 4.73 5.68 6.23 7.07 37 2.88 3.02 3.11 3.29 3.77 4.76 5.70 6.24 7,08 38 2.90 3.04 3.14 3.32 3.80 4.78 5.72 6.25 1 7.09 39 2.93 3.07 3.17 3.36 3.83 4.81 5.75 6.26 7.10 40 2.95 3.09 3.20 3.40 3.87 4.84 5.77 6.26 7.11 41 2.98 3.12 3.23 3.44 3.90 4.86 5.79 6.27 7.12 42 3.00 3.15 3.26 3.48 3.93 4.89 5.82 6.28 7.13 43 3.03 3.18 3,29 3.52 3.97 4.92 5.84 6.29 7.14 44 1 3.05 3.21 3.32 3.56 4.00 4.94 5.56 6.30 7.15 45 3.08 3.25 3.35 3.60 4.03 4.97 5.09 6.31 7.16 46 3.10 3.28 3,39 3.64 4.07 4.99 5.91 6.32 7.16 47 3.13 3.31 3.43 3.68 4.10 5.02 5.93 6.32 7.17 48 3.15 3.34 3.47 3.72 4,13 5.05 5.95 6.33 7.18 49 3.18 3.37 3.52 3.76 4.17 5,07 5.98 3.64 7.19 50 3.20 1 3.40 1 3.60 3.80 4.20 5.10 G.00 6.35 7.20 rr r� rr r�r rr rr r rr r� ri rr rr r �r rr r rr_ - rr sr STORAGE HYDROGRAPH FOR 100 YEAR STORM RETENTION BASIN PREPARED BY COACHELLA VALLEY ENGINEERS BY: AMG DATE: 10 -27 -03 JOB # 01152 REF: LOT 1 SOIL GROUP "B" - AMCII -R.1.= 56 R.C. = 50% PERC.RATE _ RAINFALL FOR 100 YEAR 24 HOUR STORM (SEE PLATE E -5.6)= PERIOD ACCUM. (HR) % 1 (100) C (AVG) Q (CFS) VOL(CF) 2.00 "/HR TRIBUTARY 3.50 '724HR AREA= 1.03 ACRES ADDITIONAL ADDITIONAL ADJUSTED AC -FT FLOWS(CF)* PERC.(CF) LOSSES(CF)* ACCU.VOL(CF) 1 1.2 0.042 0.463 0.020 72.0 0.0 154.5 0.0 0.0 0.000 2 1.3 0.046 0.464 0.022 78.2 0.0 155.1 0.0 0.0 0.000 3 1.8 0.063 0.469 0.030 109.5 0.0 158.0 0.0 0.0 0.000 4 2.1 0.074 0.472 0.036 128.7 0.0 159.7 0.0 0.0 0.000 5 2.8 0.098 0.479 0.048 174.2 0.0 163.9 0.0 10.3 0.000 6 2.9 0.102 0.480 0.050 191.1 0.0 165.5 0.0 25.6 0.001 7 3.8 0.133 0.490 0.067 267.2 0.0 172.5 0.0 94.6 0.002 8 4.6 0.161 0.498 0.083 392.1 0.0 184.1 0.0 208.0 0.005 9 6.3 0.221 0.516 0.117 630.0 0.0 206.1 0.0 424.0 0.010 10 8.2 0.287 0.536 0.158 994.5 0.0 239.8 0.0 754.7 0.017 11 7.0 0.245 0.524 0.132 1230.3 0.0 387.0 0.0 843.2 0.019 12 7.3 0.256 0.527 0.139 1342.2 0.0 394.9 0.0 947.3 0.022 13 10.8 0.378 0.563 0.219 1737.0 0.0 422.6 0.0 1314.3 0.030 14 11.4 0.399 0.570 0.234 2157.2 0.0 452.2 0.0 1705.0 0.039 15 10.4 0.364 0.559 0.210 2459.8 0.0 473.4 0.0 1986.3 0.046 16 8.5 0.298 0.539 0.165 2581.2 0.0 482.0 0.0 2099.2 0.048 17 1.4 0.049 0.465 0.023 2183.7 0.0 454.0 0.0 1729.6 0.040 18 1.9 0.067 0.470 0.032 1845.5 0.0 430.3 0.0 1415.2 0.032 19 1.3 0.046 0.464 0.022 1493.5 0.0 405.5 0.0 1087.9 0.025 20 1.2 0.042 0.463 0.020 1160.0 0.0 255.1 0.0 904.9 0.021 21 1.1 0.039 0.462 0.018 970.8 0.0 237.6 0.0 733.2 0.017 22 1.0 0.035 0.461 0.017 792.9 0.0 221.2 0.0 571.8 0.013 23 0.9 0.032 0.459 0.015 625.51 0.0 205.7 0.0 419.8 0.010 24 0.8 0,0281 0.4581 0.013 _467.41 0.01 191.01 0.01 276.31 0.006 SHEET 1 OF 2 ri r� ri rr .rr rr rr -r rr rr r� rr r rr r� rr rr r� rr RETENTION BASIN STORAGE AND DEPTH CALCULATIONS DEPTH AREA(SF) DIFF.AREA(SF) AVG.VOUFT(CF ACCUM.VOL(CF) IMP AREA IN BASIN 0.000 2 0.000 3 BASIN(SF) ELEV. D= 5.00' 4971 947.000 4498 13983 0 0.00 D= 4.00' 4024 883.000 3583 9486 , D =3.00' 3141 820.000 2731 5903 D =2.00' 2:121 753.000 1945 31.12 D =1.00' 1568 681.000. 1228 1228 D =0.00' 887 0.000 0 0 PERIOD D= 4' -5' D= T -4' 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 7 0.000 8 0.000 9 0.000 10 0.000 11 0.000 12 0.000 13 0.000 14 0.000 15 0.000 16 0.000 17 0.000 18 0.000 19 0.000 20 0.000 21 0.000 22 0.000 23 0.000 24 0.000 BY: AMG DATE: 10 -27 -03 JOB # 01152 REF: LOT 1 D= 2' -3' D= 1' -2' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 D= 0' -1' DEPTH 0.000 0.059 0.000 0.064 0.000 0.089 0.000 0.105 0.000 0.142 0.000 0.156 0.000 0.218 0.000 0.319 0.000 0.513 0.000 0.810 0.001 0.000 0.059 0.000 0.262 0.000 0.478 0.000 0.634 0.000 0.696 0.000 0.492 0.000 0.318 0.000 0.137 0.000 0.000 0.945 0.000 0.791 0.000 0.646 0.000 0.510 0.000 0.381 ' - 9+rx•�� �+r � PEJiK.STO _ G ,�C "��E.�•�.. ��.��.9•,��e"'.`.-�' x2500;0.; �' p� 3 ,r.....��_.., ;'�•� =._ F� ; *��y. 1 v .l':`+• / I. T' !Y..CC`.5'.�I.f:..:.F.S'.S'r4.: Y'. -... •.. :1.":tZ`.�€.°"J.tik 2000:0 +1.500''0 - i � - -�•- �- �- •- r--� -- f -- ;J ITI000 0;.. - -' C kc 1 I ¢ 1 2 3. 4, 6. 7. 8 ,9 2 15'1Q 1.T 1.8'1 ;20,2��:1�yy2'• 3 24 W.S. AREA ADJ.AREA W.S. ELEV. 0.06 926.97 926.97 0.06 0.06 930.40 930.40 0.06 INC 0.09 947.77 947.77 0.09 INC 0.10 958.37 958.37 0.10 INC 0.14 983.65 983.65 014 INC 0.16 993.01 993.01 0.16 INC 0.22 1035.23 1035.23 0.22 INC 0.32 1104.55 1104.55 0.32 INC 0.51 1236.54 1236.54 0.51 INC 0.81 1438.72 1438.72 0.81 INC 1.00 2322.17 2322.17 1.00 INC 1.06 2369.36 2369.36 1.06 INC 1.26 2535.84 2535.84 1.26 INC 1.48 2713.05 2713.05 1.48 INC 1.63 2840.65 2840.65 1.63 INC 1.70 2891.86 2891.86 1.70 PEAK 1.49 2724.21 2724.21 1.49 DEC 1:32 2581.61 2581.61 1.32 DEC 1.14 2433.15 2433.15 1.14 DEC 0.94 1530.54 1530.54 0.94 DEC 0.79 1425.57 1425.57 0.79 DEC 0.65 1326.91 1326.91 0.65 DEC 0.51 1233.991 1233.99 0.51 DEC 0.38 1146.301 1146.30 0.38 DEC SHEET 2 OF 2 STORAGE HYDROGRAPH FOR 100 YEAR STORM RETENTION BASIN PREPARED BY COACHELLA VALLEY ENGINEERS BY: AMG DATE: 6 -30 -03 JOB # 01152 REF: LOTS 5 -8 & STREETS SOIL GROUP "B" - AMCII -R.1.= 56 R.C. = 50% PERC.RATE _ RAINFALL FOR 100 YEAR 24 HOUR STORM (SEE PLATE E -5.6)= PERIOD ACCUM. (HR) % 1 (100) C (AVG) Q (CFS) VOL(CF) 2.00 '7HR TRIBUTARY 3.50 '724HR AREA= 5.59 ACRES ADDITIONAL ADDITIONAL ADJUSTED AC -FT FLOWS(CF)' PERC.(CF) LOSSES(CF)' ACCU.VOL(CF) 1 1.2 0.042 0.463 0.109 391.0 0.0 1168.2 0.0 0.0 0.000 .2 1.3 0.046 0.464 0.118 424.5 0.0 1171.1 0.0 0.0 0.000 3 1.8 0.063 0.469 0.165 594.5 0.0 1185.9 0.0 0.0 0.000 4 2.1 0.074 0.472 0.194 698.2 0.0 1194.9 0.0 0.0 0.000 5 2.8 0.098 0.479 0.263 945.4 0.0 1216.3 0.0 0.0 0.000 6 2.9 0.102 0.480 0.273 981.4 0.0 1219.4 0.0 0.0 0.000 7 3.8 0.133 0.490 0.364 1311.2 0.0 1248.0 0.0 63.2 0.001 8 4.6 0.161 0.498 0.448 1677.7 0.0 1279.8 0.0 397.8 0.009 9 6.3 0.221 0.516 0.636 2688.2 0.0 1367.4 0.0 1320.8 0.030 10 8.2 0.287 0.536 0.860 4417.0 0.0 1517.3 0.0 2899.7 0.067 11 7.0 0.245 0.524 0.717 5480.8 0.0 1609.6 0.0 3871.2 0.089 12 7.3 0.256 0.527 0.752 6579.0 0.0 1704.8 0.0 4874.2 0.112 13 10.8 0.378 0.563 1.190 9159.9 0.0 1928.6 0.0 7231.3 0.166 14 11.4 0.399 0.570 1.271 11805.7 0.0 1702.8 0.0 10103.0 0.232 15 10.4 0.364 0.559 1.138 14199.2 0.0 1790.4 0.0 12408.8 0.285 16 8.5 0.298 0.539 0.897 15637.2 0.0 1843.0 0.0 13794.2 0.317 17 1.4 0.049 0.465 0.127 14252.5 0.0 1792.3 0.0 12460.2 0.286 18 1.9 0.067 0.470 0.175 13089.1 0.0 1749.7 0.0 11339.3 0.260 19 1.3 0.046 0.464 0.118 11763.9 0.0 1701.2 0.0 10062.7 0.231 20 1.2 0.042 0.463 0.109 10453.7 0.0 1653.3 0.0 8800.4 0.202 21 1.1 0.039 0.462 0.099 9158.0 0.0 1928.4 0.0 7229.5 0.166 22 1.0 0.035 0.461 0.090 7553.9 0.0 1789.3 0.0 5764.5 0.132 23 0.9 0.032 0.459 0.081 6055.8 0.0 1659.4 0.0 4396.3 0.101 24 0.8 0.028 0.458 0.072 4654.6 0.0 1537.9 0.0 3116.71 0.072 SHEET 1 OF 2 Ir �r r w r s Ir ■w r� �r r� w� r r� I■� w w w RETENTION BASIN STORAGE AND DEPTH CALCULATIONS DEPTH AREA(SF) DIFF.AREA(SF) AVG.VOL/FT(CF'ACCUIJI.VOL(CF) IMP AREA IN BASIN 0.000 2 0.000 3 BASIN(SF) ELEV. D =5.00' 16944 2536.000 15676 59495 0 511.00 D =4.00' 14408 2432.000 13192 43819 . D =3.00' 11976 2332.000 10810 30627 D =2.UU' 9644 - 1948.000 10618 19817 D =1.00' 11592 4786.000 9199 9199 D =0.00' 6806 0.000 0 0 PERIOD D= 4' -5' D= 3'-4' 1 0.000 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 7 0.000 8 0.000 9 0.000 10. 0.000 11 0.000 12 0.000 13 0.000 14 0.000 15 0.000 16 0.000 17 0.000 18 0.000 19 0.000 20 0.000 21 0.000 22 0.000 23 0.000 24 0.000 BY: AMG DATE. 6 -30 -03 JOB # 01152 REF: LOTS 5 -B & STREETS D= 2' -3' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 D= V -2' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 D= 0' -1' DEPTH 0.000 0.043 0.000 0.046 0.000 0.065 0.000 0.076 0.000 0.103 0.000 0.107 0.000 0.143 0.000 0.182 0.000 0.292 0.000 0.480 0.000 0.596 0.000 0.715 0.000 0.996 0.245 0.000 0.47.1 0.000 0.606 0.000 0.476 0.000 0.366 0.000 0.242 0.000 0.118 0.000 0.000 0.996 0.000 0.821 0.000 0.658 0.000 0.506 So 7009.42 7009.42 511.04 0.05 7026.88 ma 511.05 INC 0.06 rt 7115.29 r 16 00Ob � INC -0.08 7169.26 7169.26 511.08 INC d5 :tVa i�i�•.i 1 Lt$; 511.10 't.i 0.11 7316.58 7316.58 511.11 INC 0.14 7488.19 7488.19 511.14 INC 0.18 7678.84 7678.84 511.18 INC 0.29 8204.59 8204.59 511.29 INC 0001!0 9104.07 9104.07 511.48 INC 0.60 9657.49 9657.49 511.60 INC 0.72 10228.90 10228.90 511.72 INC 1.00 11571.67 11571.67 512.00 INC 1.25 12000.10 10216.50 512.25 INC 1.47 10742.17 10742.17 512.47 INC 1.61 11058.01 11058.01 512.61 PEAK � 10753.88 10753.88 512.48 DEC 1.37 10498.36 10:000.0 �_ �• '; 1.24 10207.32 10207.32 512.24 DEC 1.12 9919.56 9919.56 512.12 DEC 1.00 11570.66 11570.66 512.00 0.82 10736.09 10736.09 511.82 6000;0.•.: 0.66 9956.67 9956.'671 511.661 DEC 0.51 9227.69 9227.691 511.511 DEC _ _ :5t-i 1 2 5 8 9 1 3M: ' 15 91:fi 10;2 a Ya • ' 2!L r2Q h 0.04 7009.42 7009.42 511.04 0.05 7026.88 7026.88 511.05 INC 0.06 7115.29 7115.29 511.06 INC -0.08 7169.26 7169.26 511.08 INC 0.10 7297.89 7297.89 511.10 INC 0.11 7316.58 7316.58 511.11 INC 0.14 7488.19 7488.19 511.14 INC 0.18 7678.84 7678.84 511.18 INC 0.29 8204.59 8204.59 511.29 INC 0.48 9104.07 9104.07 511.48 INC 0.60 9657.49 9657.49 511.60 INC 0.72 10228.90 10228.90 511.72 INC 1.00 11571.67 11571.67 512.00 INC 1.25 10216.50 10216.50 512.25 INC 1.47 10742.17 10742.17 512.47 INC 1.61 11058.01 11058.01 512.61 PEAK 1.48 10753.88 10753.88 512.48 DEC 1.37 10498.36 10498.36 512.37 DEC 1.24 10207.32 10207.32 512.24 DEC 1.12 9919.56 9919.56 512.12 DEC 1.00 11570.66 11570.66 512.00 DEC 0.82 10736.09 10736.09 511.82 DEC 0.66 9956.67 9956.'671 511.661 DEC 0.51 9227.69 9227.691 511.511 DEC SHEET 2 OF 2 Coachella Valley Engineers O June 22, 2007 To: Paul Goble, Senior Engineer City of La Quinta, PWD Re: La Quinta Polo Partners Tract 30378 — Hydrology Drainage Area Map CVE has completed the requested revisions to the above referenced plans based upon City of La Quinta's most recent review (comment letter dated June 13, 2007). Below, please find a summary of the City's comment in addition to the manor in which the comments have been addressed: (Comment No. 1) Hydrology Report, Discussion & Summary — modify report text stating "per City Staff change" to "per City Engineering Bulletin 06 -16, item 9 ". The requested revision has been made to the Hydrology Report. (Comment No. 2) Hydro report, Drainage Map — provide the resultant impervious, and RI values per sub -area on table. Recheck Drainage Area #9. The "Retention Basin Summary Table" has been revised to include the requested sub -area RI values, and Impervious percentages. (Comment No. 3) Hydro report, Drainage Map — approval letter for work offsite is, required based on the R/W shown on the drainage map. Offsite retention used for onsite drainage areas. Special permission from offsite owner required for use. See drainage areas 11 and 12 and retention areas 14 and 15. Provide letter from adjacent owner approving of same. As CVE is the FOR for the planned subdivision immediately south of this site, we have included with this submittal the requested letter from the owner of the adjacent site allowing for the temporary storage of runoff waters on that site. (Comment No. 4a) Note, access easement required for project located south of this project. Final Map sht 1 not provided showing this and a retention basin is found cutting off access. The Final Map revisions include the addition of an access easement in the area requested. Onsite street plans for this project have been revised to include AC wedge curb, and the configuration of Temporary RB #14 has been revised to allow for easier access to that property. If you have further questions, or if you require additional information, please feel free to contact our office. Coachella Valle Engineers O r. Y 9 June 22, 2007 10� /� Jill To: Paul Goble, Senior Engineer City of La Quinta, PWD Re: La Quinta Polo Partners Tract 30378 — Rough Grading /Hydrology CVE is pleased to re- submit to your office the above referenced plans which have been revised per your staffs comments, dated June 13, 2007. The City's review comments are listed below, along with a description of how each item has been addressed. (Comment No. 5) Callout retention area dimensions. A Retention Basin Dimension Table has been added to the Rough Grading Plans to assist both the reviewer, and the contractor in the construction of the basins. (Comment No. 6) PUE not shown along Lot 8 and PUE found within drainage easement. Need utility approval of same on final map signature sheet. CVE has been in informed by representatives of IID that dry utilities will enter the site along the south side of Beth Circle. With that, 11D has agreed that a PUE running along the north side of Beth Circle would not be necessary (11D signature will be obtained on the Final Map). The PUE's along both sides of Old Orchard Lane overlap with the 35' drainage easements along the lot frontages. CVE has been informed by 11D that dry utilities will run along the east side of Old Orchard Lane. With that, those basins along the west side of the street extend to 5' from the front property lines. (Comment No. 7) Sheet 2 & 3 of rough grading plan and final map, why are not all retention basin areas provided an alpha numerical code or shown with drainage easement callouts? Tie in drainage easement with final map submittal.. Add maintenance language to final map for drainage easements. Identified on the Final map as "Drainage Easements ", callouts referencing the easements have now been added to the RG plans as well. The requested maintenance language has been added to the final map. (Comment No. 8) Sheet 1 (all sheets), provide the numerical value added to the true benchmark to obtain the elevations that are being used on this plan. Note, this site is not at an elevation of almost 500 ft above sea level. Please explain this benchmark. The reference Benchmark elevation for City of Indio BM #99 (elev = 499.78) was obtained by adding 500 ft to sea level elevation. (Comment No. 9) Sheet 2, remove all reference to building setbacks — not appropriate to call out on rough grading plans — ok to show easements and flow lines. The "Building Setback" reference has been removed from the RG plans. (Comment No. 10) Sheet 2, remove boxes at individual lots — confusing callout. The symbols identifying the pad footprints have been removed from the RG plans. (Comment No. 11) Sheet 2, add nuisance water handling to each end of the retention areas. The RG plans have been revised to show nuisance water risers at both ends of the proposed retention basins. (Comment No. 12) Sheet 2, unblock flow to RB #14 restricted by AC curb. The requested curb openings that are called for in the onsite street plans have been similarly identified on the RG plans. We hope that you will find that all of your previous concerns have now been addressed. If you have any questions, or if additional information is required, please feel free to contact our office. t 1 233 der 7 � 6, 5 Z May Oi` 2007 8:24AM COACHELLA VALLEY ENGINEER 7603604204 p.l S Date: Coachona 4/18/07 To: City of La Quinta Tim Jonasson Paul Goble Ed Wimmer Phone: 760777 -7088 Fax: 760 -777 -7155 From: Coachella Valley Engineers David K. Rice Jr., Phone: 760- 360 -4200 Fax: 760- 360 -4204 Pages: Subject: , TM 30378.... Hydrology, Rough Grading and Street Design Thank you for taking the time to meet and discuss the City of La• Quinta Engineering Bulletin NO. E -16 defined standards of retention basin sizing and the impact upon the land within TM 30378 as is presently designed by CVE. Said design is being performed in the spirit and intent of compliance to Tim Jonasson's January 16, 2007 letter. This design as requested. by Tim is to include the offsite storm flows for Madison Street which is currently within the jurisdiction of City of La Quinta (west side) and the City of Indio (east side ). The purpose for this fax memorandum is to solidify the mutually agreed to parameters of retention basin design, as I understood them, and to provide to Coachella Valley Engineers the design criteria acceptable to CLQ staff. Said criteria is to be utilized on the premise that no major changes of lot configuration and size will predicate a change to the final map as. approved and signed.... other than the mere "penciling" of expanded retention areas due to the runoff increase from Madison Street. May Of 2007 8:24AM COACHELL'A VALLEY ENGINEER 7603604204 p.2 Said changes in retention basin areas will be predicated on the accepted drainage as hereby defined: (A) Drainage for lots No.s 1,2,3,4, and 5 with associated runoff from Old Orchard Trail street shall be stored within individual retention basins on site of each lot. (B) Drainage for lots No.s 6, 7, and 8 with associated runoff from Old Orchard Trail Street shall be stored 50% in retention basins to be built in _the front of the lots. (C) Drainage for lots nos. 6., 7., and 8 from the east one half of the lot is drained to basins H, J, K, and the associate drainage from the adjacent section of Madison street. (D) Drainage from lower section of Old Orchard Trail and-Mad ison Street is drained to retention basin no. L... During meeting Paul requested clarification as to the drainage flow to each separate basin.. Attached herewith is a detailed map showing such flows.... And a note for the record .......the drainage which Paul Goble commented upon for retention basins no. 11 and no. 12 are not mandated per conditions of approval to be attributed to the Tract Map 30378 ... but the Tract Map for the adjacent property.. _TM 33085.. ( David Neale ).:the blue line of the TM 30378 does not include south on Madison Street...... and the basin as detailed can be included in the Madison ROW or just deleted altogether... I have completed my shortcut method forth e SUHA and am somewhat comparative to the analysis done by Paul Goble.. For the record, basins G, H, K and L are deeded separately and therefore, can be increased to accommodate the increased runoff from Madison Avenue...... Please review the attached drainage plan, and if said drainage distribution meets with your approval, I can finalize my plan...lf not please call me so we may discuss your concerns.. Thank you, And I remain y y0prs, . Rice Jr. May 01,;'2007 8:24AM COACHELLA VALLEY ENGINEER 7603604204 p.3 TC 512.76 BETH CIRCLE PROPOSED DRAINAGE AREA MAP 1 " -100• VISTA B ONITA TRAIL 7 l (PRIVATE STREET) / G (NOT INCLUDED IN TRACT 30378 RETENTION BASIN ANALYSIS) TC 515.54 ~ 1 1 FUTURE CURB & GUTTER R/W, TRACT BOUNDARY-// OUNDARY TC 516.32 & WALL "5071 CF A w w 5,675 CF 4 PL P ;4523_ F' Z O ® i �© PIL P� aLi Z a� 4553 CFA Z i p 5,490 CF E-4 o a z x PI, � Q o 0 � 0') vo - .8,413 CF.` 8 9 ci O° Q ° 4669 CF TC 513.70 Q��,s� (� CB#1 CB 2 Una �;� 1 1 0100 6.40 CFS 0100 =1.25 CFS S.D. TC 512.74 RETEMION BASIN (1YP) LINE "C" �V� r, S.D. LINE A pVF� H P. 11 1,311 "CF H.P. TRACT BOUNDARY & WALL O 1169 CF H P. dc 4 EXISTING R/W TC 512.76 BETH CIRCLE PROPOSED DRAINAGE AREA MAP 1 " -100• Sladden Engineering 77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772 -3893 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 15438 Cholame Road, Suite A, Victorville, CA 92392 (760)962 -1868 Fax (760) 962 -1878 March 27, 2007 Project No. 544 -1497 07 -03 -251 Mr. Rod Vandenbos 74 -785 Highway 111, Suite 100 Indian Wells, California 92210 Project: Tentative Tract Map 30378 SWC Avenue 51 and Madison Street La Quinta, California Subject: Supplemental Evaluation for Storm Water Retention System Design As requested, this memo has been prepared to provide a summary of our further evaluation of the data obtained during our recent supplemental field exploration performed to evaluate the soil conditions within the area of the proposed retention basins. Our supplemental evaluation included a review of our recent and previous field bore logs to identify silt and clay layers that may impede infiltration within the retention basins. As discussed during our recent meeting at the City of La Quinta, we typically obtain samples at 5 foot intervals as indicated on our previous bore logs. We also monitor the cuttings developed during drilling and can identify significant changes in soil types between sampling intervals. The cuttings can provide fairly accurate information within the upper 10 to 15 feet but the accuracy of determining the relative. depth of significant layers diminishes with depth. We have enhanced the detail on our bore logs within the upper 10 to 15 feet to include significant silt and /or clay layers. The revised bore logs are attached. As indicated on the bore logs, several thin silt and clay layers were noted within the upper 10 to 15 feet and a prominent clay layer was observed at a depth of approximately 15 to 25 feet in each of the borings. The majority of the silt and clay layers noted were found to be quite thin (less than 2 inches thick) and are most likely lenses that are discontinuous in nature. It is our opinion that these generally thin silt and clay layers will not significantly impede the infiltration of surface water within the basins. The water will pass through the thin layers and will migrate laterally around the more prominent lenses that are not continuous layers that vary in thickness and are limited in lateral extent. The clay layer encountered at the 15 to 25 foot depth will likely limit deeper infiltration but the penetrations associated with the proposed drywells and other possible inconsistencies will allow surface water infiltration in isolated areas. March 30, 2007 -2- Project No. 544 -1497 07 -03 -251 If you have any questions regarding this memo, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Project Engineer Letter /nd Copies: 2 /Mr. Rod Vandenbos 4 /Coachella Valley Engineers Sladden Engineering 1 Tentative Tract Map 30378 SWC Avenue 51 and Madison Street, La Quinta Date: 1/25/2007 Bore No. 1 Job Number: 544 -1497 Clay CL 37 94 ¢ c N Scattered thin silty sand layers up to 3" thick 3 20 4/5 Q E DDescription rn U o �q 36 _ rin � o o Remarks 0 SM 13 31 Grey in color 30 - ?`! i' !' ::•'�'�liijii �iIiII!I i %i l Graded Soil Silty Sand: Fine Grained SM Scattered thin silt/clay layers 1/2" to 2" thick 27 Grey in color 35 M::; 5/9 5 ((l !( i;!Si; :. 2/4 Silty Sand: Fine Grained with Sandy Silt Interbedded SM Grey in color 4 41 Greyish Brown in color - !iu,; �i,i!ii!!!�;; Silty Clay layer 1 "thick 66 Olive & Grey in color - 10 ;!!! 4/5 Silty Sand: Fine Grained with Sandy Silt Interbedded SM Note: The stratification lines 5 46 Grey in color 15 5/9 Clay CL 37 94 Olive in color Scattered thin silty sand layers up to 3" thick 20 4/5 Clay CL 36 85 Olive in color 25 :;:i !! ll;!I!! 5/6 Silty Sand: Fine Grained SM 13 31 Grey in color 30 - ?`! i' !' ::•'�'�liijii �iIiII!I i %i l 5/7 Silty Sand: Fine Grained SM 12 27 Grey in color 35 M::; 5/9 Silty Sand: Fine Grained SM 11 17 Grey in color 40 6/11 Sandy Silt ML 27 66 Olive & Grey in color - Note: The stratification lines represent the approximate boundaries between the soil 45 6/10 Silty Sand: Fine Grained SM 9 28 UM: (Grey in color) types; the transition may be gradual. Total Depth= 51 Feet 50 '! i!5'!':. 4/15 Silty Sand: Fine Grained SM 8 19 Groundwater not encountered - l (Grey in color) Bedrock not encountered " Tentative Tract Map 30378 SWC Avenue 51 and Madison Street, La Quinta Date: 1/25/2007 Bore No. 2 Job Number: 544 -1497 25 !ii 5/8 Silty Sand: Fine Grained c N !; 6/6 o SM 35 ''? 5/9 3 SM 40 . !` "'i' Q ri 0 U 3 o pa Description - rn ., � 0 o Remarks 0 (Greyish Brown in color) 50 Graded Soil - 8/10 Sand: Fine Grained SP Silty Sand layers -2" to 3" thick (Grey in color) 5 3/4 Sandy Silt ML 8 71 Greyish Brown in color Silty Sand layer- 4" thick 10 ?? 3/6 Silty Sand: Fine Grained SM -4 20 Grey in color Scattered thin silt/clay layers up to 1/2" thick 15 4/5 Clay CL 35 95 Olive in color Scattered thin silty sand layers up to 2" thick 20 4/6 Clay CL 29 80 Olive in color 12 1 28 IlGrey in color I 1 I 26 IlGrey in color 9 1 23 IlGrev in color 19 49 Olive & Grey in color Note: The stratification lines represent the approximate 14 56 boundaries between the soil types; the transition may be gradual. Total Depth = 51 Feet 6 12 Groundwater not encountered Bedrock not encountered 25 !ii 5/8 Silty Sand: Fine Grained SM 30 !; 6/6 Silty Sand: Fine Grained SM 35 ''? 5/9 Silty Sand: Fine Grained SM 40 . !` "'i' 8/13 Silty Sand: Fine Grained with Sandy Silt Interbedded SM 45 ii 'y 5/10 Silty Sand: Fine Grained with Silt Interbedded SM (Greyish Brown in color) 50 8/10 Sand: Fine Grained SP (Grey in color) 12 1 28 IlGrey in color I 1 I 26 IlGrey in color 9 1 23 IlGrev in color 19 49 Olive & Grey in color Note: The stratification lines represent the approximate 14 56 boundaries between the soil types; the transition may be gradual. Total Depth = 51 Feet 6 12 Groundwater not encountered Bedrock not encountered OCoachella Valley engineers March 27, 2007 Paul Goble, P.E. City of La Quinta Department of Public Works 78 -495 Calle Tampico La Quinta, CA 92263 -1504 RE: Hydrology Report Compliance to CLQ EB 06 -16 Dear Paul, This letter is written in full and complete response to the agreed conditions of civil engineering design for the Hydrology Report and Retention Basin Design for Tract Map No. 30378. The hydrological analysis is computed on the basis forecast calculations as mandated by the Riverside County Flood Control District and that being published " the general accepted practice of hydrological analysis for areas less than 100 acres is more conservative using Rational Analysis in lieu of the Unit Hydrograph ( Section E -12 } your comments on my March 12,2007 supplementat coefficient data analysis so state. As agreed during the meeting of March 21, 2007, the following retention basin design conditions shall be followed: The submitted soils boring data was deemed "non conclusive" by City. Staff for the purpose of defining the "clay content and the silt content' for compliance to the " non specified percentage of #200 sieve passage as defined " CLQ EB 06 -16 general reference to such as listed in Section 9. Coachella Valley Engineers agreed to calculate the retention basin volumes with a "zero percolation rate" and to not utilize the provision for the use of the Maxwell drywell as permitted in CLQ EB- 06 -16, Section 8 To finalize the TM 30378 Retention Basin design, I have reviewed and addressed all. comments as prepared by yourself on the March 14, 2007 redline review drawings for the Rough Grading, Onsite Street and the Off Site Street (Madison ) whereby I deemed appropriate to address. When I did not specifically address the comments by my response, I amended the calculations to comply with your request. I have utilized the Bondiman RIVCO Riverside Unit Hydrograph Program to present the various conditions on a ( less than 10 acre tract ) for hydrological analysis. 71 -899 WOLF ROAD, SUITE 102 PALM DESERT, CA 92211 TELEPHONE (760) 360 -4200 FAX (760) 360 -4204 Hydrology data changes have been made which correlate to your specific requests; i.e. "soil loss 0.41 " ...impervious runoff factors of 0.60 for improved residential areas and 0.70 -0.75 composite street sections. Weighted average of rates is permitted for use. The Runoff Index has been shown on all calculation reports. Precipitation rates are clearly defined and in compliance to the City's published rate sheet. The inadvertent insertion of the metric hydrograph analysis was converted to English. The retention basins 100 year flood level was brought into the CLQ EB 06A 6 (1) foot freeboard compliance requirement, in particular at the basins adjacent to catch basins. The Project Drainage Area Map has been modified from the table of showing the maximum basin elevation to the status of showing the 100 year flood elevation. Access Ramps to the basins were more clearly defined. In summary, the 100 year storm retention basins cumulative volumes for all basins on site is 41,075 CF. Retention Basins have been lowered to reflect the one foot freeboard between the 100 year flood elevation and the flow line of the adjacent street. All March 14, 2007 comments regarding the Hydrology Report, Rough Grading Plans and Madison Avenue construction plans have been addressed, amended and are not submitted for approval and mylar signature. Should you have any questions, please do not hesitate to call me at 760 360 4200. COACHELLA VALLEY ENGINEERS ely ur K. Rice Jr. Hydrology Review - TTM 30378 City 3 Hr CVE 3 Hr Berm Drainage Required Drainage Retention Required vs.Basin Area Retention Area RI Impervious Basin Retention WS 100 Top Rim Freeboard RI CF Acres CF Elev Elev Ft WS100 vs. Catch Catch Basin Impervious Basin FL Freeboard Elev 1 5413 1.03 56 27 1 4002 511.85 513.50 1.65 Rework Rework 512.87 1.02 2 5490 1.04 56 27 2 4463 512.62 514.00 1.38 Rework Rework 3 4930 0.86 56 37 3 4512 513.47 515.20 1.73 Rework Rework 4 5675 1.08 56 27 4 5628 51.4.13 515.50 1.37 Rework Rework 5 5071 0.85 56 42 5 2828 514.01 514.40 0.39 Rework Rework 6 4523 0.76 56 42 6 2635 513.56 513.90 0.34 Rework Rework 7 4553 0.77 56 42 7- 2673 513.07 513.40 0.33 Rework Rework 8 4669 0.89 56 27 8 12475 510.91 512.00 1.09 Rework Rework 511.91 1.00 9 1311 0.16 56 90 9 Combined 510.91 512.00 1.09 Rework Rework 10 8346 1.02 56 90 10 Combined 510.91 512.00 1.09 Rework Rework 512.87 1.96 11 1356 0.17 56 90 11' 1317 513.00 513.16 0.16 Rework Rework 12 1391 0.26 56 30 12" 542 513.51 513.35 -0.16 Rework Rework 13 7202 0.88 56 90 14 2796 0.34 56 90 15 1169 0.14 56 90 Total 63,895 10.25 41,075 Delta - 22,820 Missing Storage * Temporary Basin - Offsite Approval Necessary Basin 9 within 10 PUE - 5 ft encroachment at north curb of Beth Circle Basin 10 shown without drainage easement (Diamond D) on final map Basin 11 will crest high point with 0.44 ft overflow and does not provide effective 1 ft freeboard Basin 12 within ROW of unimproved Madison Street Basin calculations still shown commingled - separate information per basin was previously requested _l 3/26/07 Paul these rough grading and SI plans for TR 33085 were sent over some time ago but no formal plan check request was ever made. The following condition reqt's are triggered by a grading permit: 1. Within 30 days of the initiation of . any ground disturbing activity on the project site, . the project proponent shall cause a protocol - compliant burrowing owl survey to be completed, submitted to the Community Development Department, and approved. COA 84 2. Archaeological and paleontological monitoring required. Archaeological monitor shall be present during all earth moving activities. See COA 85, 86, 87. 3. Tree preservation required. Provide tree retention plan with rough grading. A minimum two rows of existing citrus trees shall be preserved in place along the Madison Street perimeter of the tract, and a minimum one row of existing citrus trees shall be preserved along the north, south and west perimeters of the tract. If trees cannot be preserved in place', then they shall be relocated to the extent needed to address this requirement. COA 71. 4. Relocate BOR Lateral 1 19.2, if required by CVWD. Street Improvements: 5. Are street lights proposed? If not they need to be removed. If so, we will need more info on them. What is the source of the detail? Where are light standards located on plan? 6. Plans need to show 10' MP trail alignment, and illustrate how street preservation along Madison .will be accomplished. If you need further info let me know - THX Wally 11a.r,13.2007.9:27RM CORCHELLR vRLLEY ENGINEER 7GO3G0.4204:. 1� Coachat, Vley Engineers March 6, 2007 Mr. Tim Jonasson,.P.E. Public Works Director / City Engineer City of La Quinta 78 -495 Calle Tampico Avenue La Quinta, CA. 92253 RE: TM 30378 Compliance Dear Tim, Pursuant to your letter dated January 16, 2007 granting a 60 -day extension for the above referenced tract map, we submitted for the first plan check on February 21, 2007 and resubmitted for the second plan check on March 6, 2007. The mylars for the Final Map were also submitted for city approval and recordation. (Endosed are copies of our transmittals stating as such.) This letter identifies that all items previously found deficient, as per your letter dated January 16, 2007, have been corrected and are now in compliance: 1) The applicant shall propose a gate location for the project that provides a minimum 3 car stacking distance (about 62 feet from the call box to the flow line) from Madison Street. Addressed —,see full package submitted on February 21 and March 6, 2007. 2) The applicant shall provide an updated hydrology report that. includes percolation test data, boring logs and retention basin sizing that complies with the most current City Engineering Bulletin (EB) including EB 0616 dated December 19, 2006. Addressed - see.updated Hydrology Report submitted on February 21 and March 6, 2007. 3). The applicant shall submit full on -site (rough grading, street and storm drain) and off -site improvement plans that reflect the design of full improvements for the project, including but not limited to, curb, gutter, storm drain, and multi- purpose trail ... Addressed — see full package submitted on February.21 and March 6, 2007. 4) The. applicant shall provide coring and other data needed to verify the pavement sections for the on -site street improvement plans .. . Addressed — see full package submitted on March 6, 2007. 5) Interior street are subject to vacation by Council approval of the map. li vacation is not approved, the map shall be resubmitted with the interior streets being delineated as public streets. Addressed — see full package submitted on March 6, 2007. 77 -899 WOLF RoAD, SuiTE 102 PALM DESERT, CA 92211 JN 01152 TELEPHONE (760) 360 -4200 FAX (760) 360 -4204 p.2 :zMar :13 2007: 9 :27RM COACHELLA .VALLEY. ENGI.N:EER .76.0360420,4 Page 2 of 2 - 6) Should test results and improvement plan review result in the need for lot line adjustments, the map shall be resubmitted with new lot lines. Addressed — see full package submitted on March 6, 2007. I personally would like to thank the City staff working with the Thompson/Vandenbos development team towards the swift resolution of these. items. Please let Coachella Valley Engineers know at your earliest convenience the schedule for recommendation to the City Council for approval. Should you have any questions or comments regarding this correspondence, please do. not hesitate to contact our.6ffice. Sincerely, David B. Turner President DBT /cg Enclosures CC: Ed Wimmer, Principal Engineer. Paul Goble, Senior Engineer Doug Evans; Community Development Department Director Rod Vandenbos, La Quinta Polo Partners Ralph Thompson, La Quinta Polo Partners Daniel Olivier, Attorney at Law 77 -899 Wolf Road, Suite 102 Palm Desert, CA 92211 Telepbone (760) 360 -4200 Fax (760) 360 -4204 p.3 OCoachella Valley Engineers March 6, 2007 Mr. Tim Jonasson, P.E. City Engineer and Director of Public Works City of La Quinta 78 -495 Calle Tampico Avenue La Quinta, CA. 92253 RE: TM 30399 Compliance to January 16, 2007 Dear Tim, It is with great pleasure that I transmit to you the Final Map and construction drawings for TM 30399 in compliance with your request in your January 16, 2007 letter. Coachella Valley Engineers with the guidance and assistance of Ed Wimmer, Director of Development Services, have. been able to prepare these documents pursuant to the conditions of the January 16, 2007 letter and the new technical standards for retention basin design per your 2006 Engineering Bulletins #15 and # 16. Brett Anderson of Sladden Engineering and David Rice of CVE have been in consultation with City staff to conduct, analyze and define the engineering sub - strata soils data and percolation rates. We have analyzed the detailed field notes for the continuous soils profile boring data and tested pursuant to the ASTM D 3385 -88 ( sand lithology ) and D 5093 -90 (clay lithology) procedures. To assist staff in evaluation of the brown clay lenses encountered at 15 feet below the surface on test bore no. 1 (conducted February 2007), Sladden Engineering and Coachella Valley Engineers researched the soils coring logs. Said research was conducted pursuant to evaluation and testing protocol defined in the ASTM Geotechnical Testing Journal of February 2004, Volume 27, Issue No. 2. Free Swell Ratio and Clay Mineralogy of Fine - Grained Soils. Each test evaluation concluded that the sub surface strata reported to as "clay layer" was most probable 50% porous in the permeability factor. As specified, this clay layer is 5 feet below the 10 feet depth limit specified in your 2006 EB -16, Section 7. As evaluated by CVE staff this depth of 15 feet permits the free storage of 35% of the calculated volume below the retention basin, approximately 175,000 cubic feet ( 4.0 acre feet ). Based upon hydrology analysis and volume storage incremental accumulation pursuant to 2006 -EB no. 16, Section 6 the subsurface volume of 175,000 CF far exceeds the required 100 year 24 hour storm water storage volume of 16,692 CF. 77 -899 WOLF ROAD, SUITE 102 PALM DESERT, CA 92211 TELEPHONE (760) 360 -4200 FAx (760) 360 -4204 In summary,-.the onsite rough grading plans and street improvement plans, which were approved by city staff for mylar signature in November 2005, have been adjusted to accommodate the 2006 EB no. 16 storage criteria. On site testing data for the street trenching and grading is being submitted with this* letter. The water line facilities installed pursuant to the specifications of Coachella Valley Water District have been fully inspected and have passed the one year operational warranty period. Madison Street offsite drawings have been prepared in accordance to 2007 CLQ engineering standards and are designed accordingly to maintain the 0.5 % longitudinal gutter profile slope. Minor adjustments to the 2% cross sectional slope have been detailed pursuant to CLQ on'other street sections at the corner of 52 "d and Madison. TM 30378 street improvements drawings have been prepared on the basis that only this section of Madison Street is to' be approved at this time. We are hopeful that infrastructure major. improvement funding by CVAG in this area will �ermit the timely construction of the entire length .of Madison from 50`h Avenue to 52" Avenue: When that occurs, the developers will benefit from the relief for the CLQ bonding conditions for the improvement of public streets. Once again, on behalf of the Coachella Valley engineers and its engineering staff, I wish to publicly. thank Ed. Wimmer and his assistants for the dedication and perseverance to successfully serve this developer and. assist the creation of another beautiful residential tract in the Polo Ground Area of the City of La Quinta. Since y yours, David Turner, President COACHELLA VALLEY ENGINEERS FILE JN01152 LTR -DT .o Coachella Valley Efi&eers Date: 3/6/07 From: Coachella Valley Engineers To: City of La Quinta Engineering Department Subject: Plan Map Check Submittal Check Items This letter addresses the items that were checked on the Plan Map Check Submittal form but not included in the submittal. Off -Site Streets Traffic Study Approved Tentative Map Storm Drain Plans On -Site Streets Approved Tentative Map Rough Grading Sound Study Arch /Paleo Monitor Contract Final Map Thank you Approved Tentative Map PM 10 Review Checklist not required already submitted on On -Site Street plans already submitted already submitted Arch & Paleo Reports with contract info submitted already submitted PM 10 already approved Approved Street name List already submitted Approved Phasing Plan already submitted Boundry, Lot &Centerline Calc already submitted Easement Deeds already submitted Conveyance Deeds already submitted Reference Maps already submitted 77 -899 WOLF ROAD, SUITE 102 PALM DESERT, CA 92211 TELEPHONE (760) 360 -4200 FAX (760) 360 -4204 0 , . , v s Date: 3/12/07 To: City of La Quinta Tony Colarossi Phone: 760- 777 -7089 Fax: 760- 777 -7155 From: Coachella Valley Engineers David K. Rice Jr. Phone: 760- 360 -4200 Fax: 760 - 360 -4204 Pages: Subject: TM 30378 NOAA Hydrological Data..... Madison Runoff Coefficient. Unit Hydrograph 7.08 AC NOAA Hydrological Data The hydrological data is derived from the "dipper.nws.noaa.gov" website for the TM 30378 location in the City of La Quinta. This data corresponds to the CLQ published EXHIBIT 4A as published on the CLQ Website. Madison Runoff Coefficient See attached runoff coefficient for Madison Avenue as questioned... Unit Hydrograph 7.08 AC See attached hydrograph for the 7.08 AC retention basin storage. TM 33078 is mandated by California Drainage Law to store 4.24 AC. Ratio of hydrograph is 83526 times 60% equals 50,022 CF:. CVE rational analysis calculation generates a required percolation accumulation of 7,237.2 to dissipate the stormwater for the same 24 hour period. TM 33078 ....Madison Avenue Runoff coefficient AREA. ACREAGE RUNOFF " %c" SOIL Lot 5 0.73ac 0.20 B 50 Lot 6 0.68ac 0.20 B 50 Lot 7 0.69ac 0.20 B 50 Lot 8 0.80ac 0.20 B .50 0 0.20ac 0.20 B 50 Ps 0.20ac 0 - 0 0.88 AC 0.90 P X60 WEIGHTED AVERAGE CE RIVCO KCD TABLE Y- �c4o� . S�,ottG 141,�� 52 CO RI a- �'"� �.��'�'�' �. �✓`� ,gyp � �� 5 � A5 AV 9 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/14/07 File: VDBHYDR020073100.out ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ----------------------------------------------------------------- '7 Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 v Z, Program License Serial'Number 6078 ----------------------------------------------------------- - - - - -- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format VIN POLO PARTNERS HYDRO 2007 .CITY OF LA QUINT CALIFORNIA COACHELLA VALLEY ENGINEERS D.K. RICE ----------------------------------------------------------- - - - - -- Drainage Area = 7.08(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 1.00(Ac.) = 0.002 Sq. Mi. USER Entry of lag time in hours Lag time = 11.000 Hr. . Lag time = 660.00 Min. 25% of. lag time = 165.00 Min. 40% of lag time = 264.00 Min. Unit time = 30.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 1.07(CFS) 2 YEAR Area rainfall data: Area (Ac: ) [1] Rainfall (In) [2] weighting [1 *2] . 1.00 1.20 1.20 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] . 1.00 .4.00 4.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.200(In) Area Averaged 100 -Year Rainfall = 4.000(In) Point rain (area averaged) = 4.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.000.(In) ub -Area Data: • 05► Are a.(Ac.) Runoff Index Impervious % ��fG 11 _ G 0.000 56.00 0.600 7.000 56.00 0.600 v!�\w` 1nn 0.040 56.00 0.600 0.040 56.00 0.600 al Area Entered 7.08(Ac.) n RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F AMC2 AMC -3 (In /Hr) (Dec. %) (In /Hr) (Dec.) 56.0 74.8 0.305 0.600 0.140 0.000 0.000 56.0 74.8 0.305 0.606 0.140 0. 989 0'.139 ll v 5\•" 56.0 74.8 0.305 0.600 0.140 0.006 0.001 56.0 74.8 0.305 0.600 0.140 0.006 7�J 0.001 Sum (F) _ 0.140 Area averaged mean soil loss (F) .(In /Hr) = 0.250 Minimum soil loss rate ((In /Hr)) = 0.070 (for 24 hour storm duration) Note: User entry of the f value �/ )k GAL, Soil low loss rate (decimal) _- 900 { {,--------------- � R- - ------ --- - - - - -- U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ----------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ----------------------------------------------------------------- 1 0.500 4.545 0.200 0.014 2 1.000 9.091 0.400 0.029 3 1.500 13.636 0.411 0.029 4 2.000 18.182 0.661 0.047 5 2.500 22.727 0.764 0.054 1-1-: �b_`27 1-200'7 - 3 c -2.5AM COACHELLA VALLEY ENGINEER 7603604204 p.l �E CL�OML�D FEB 2 7 2001 To: City of La Quinta P.E. Timothy R. Jonasson Phone: 760 777 -7051 Fax: 760 777 -7155 From: Coachella Valley Engineers -David K.Rice Jr. Phone: 760 - 360 -4200 Fax: 760 -360 -4204 Pages: (1) Subject: TM 30378 Ed Wimmer's telephone message regarding denial of 2 inch percolation rate. Sladden Engineering Test complies with newly adopted City reg "s . concerning infiltrometer testing.. CVE calc's demonstrate that all basins on site have 50% more capacity than the new city adopted unit hydrograph method.... using the CVE calculations.. Ahe basins will de water within 24 hours... The effective uniform soil strata percolation to a depth of 15 feet at the 2 inches per hour develops a storage capacity of all basins on site from bottom of basin to 15 foot clay layer of 486,000 CF of sub surface water storage... THIS VOLUME IS LARGE ENOUGH TO STORE.....19.7 repetitive concurrent sequential 00 vear 24 HOUR STORMS UNDER THE RETENTION BASINS ON THE PROJECT SITE ....without consideration that the clay layer is not 100% Impervious.... "thin interbedded sand layers 1 inch thick " at 15 feet to 20 feet... 2007'.8:•25RM CORCHELLR -. V4 LE -Y EMG4NEER 7603604204: p.2., The two drill holes of the deep well installation which will penetrate the clay layer @ 15 feet will permit flow into the lower soil sub strata ... a comparative analogy is the same as pulling the plug on the bath - tub... Percolation rate at 15 feet confirmed by Sladden Deep Hole Testing for Maxwells will demonstrate that the percolation capacity below the 15 feet is qualified for the deepwell drywell installation.. Bottom line fail safe conclusion ... 2 inch percolation more than adequate to the 20 feet depth soil strata. Please call should you have any questions regarding this factual data... 760 360 4200 David K. Rice Jr. Civil Engineer Mar,:,13�.200Z 9:27RM :GO•RC.HELLR.vnLLEY ENGINEER 7603604204• p:5 ��'l3'SQ W+��Y'Ii�,fJr.l!�I ;•.: �.....�s.. .._�..��-- WilJI�vW.ptt, .� 01/12/7007 FRI 16,54 F.0 76'0 77 1155 CRY of La WrIta Pub.IVlt �003�00� 2) The applicant shall provide an updated hydrology report that includes percolation test data. boring logs and retention basin sizing that complies with the most current City Engineering Bulletins IEB) including EB 0616 dated December 19, 2006 (which can be accessed on the City Nveb site!. To the extent that the tentative map and improvement plans must be revised to conform to the most current City Engineering Bulletins based on the results of this hydrology report, such alterations will be made by the applicant within the timeframe detailed above. 3) The applicant shall submit full on -site trough grading, street and storm drain) and off -site improvement plans that reflect the design of full improvements for the project, including but not be limited to, curb, gutter, storm drain, and multi - purpose trail. This may include undergrounding . uVilities. ' The improvements are intended to be constructed with the project. The appropriate transitions should be included for safety. Such plans shall be made by the applicant within the timeframe detailed above and shall complete an initial plan check prior to any recommendation by the City Engineer to the City Council. Additionally, the applicant shall be required to undergo the Citv's.standard subdivision improvement agreement and bonding requirements if these improvements will be constructed following final map recordation. 4) The applicant shall provide coring and other data needed to verify the pavement sections for the on -site street improvement plans. Such data shall be made by the applicant within the timeframe detailed above. To the extent that the coring and date submitted demonstrates that these 'improvements are deficient under City standards, the improvements shall be revised to conform to City standards. 5) Interior streets are subject to vacation by Council approval of the map. If the vacation is not approved, the map shall be resubmitted with the interior streets being delineated as public streets. 6) Should test results and improvement plan review result in the need for.)ot line adjustments, the map shall be resubmitted with new lot lines. I look forward to working with you towards the swift resolution to these items. Provided that these items are resolved to the satisfaction of the City Engineer within the timeframe detailed above, and provided that all requirements of the City's Subdivision Ordinance are complied with, this map application may be recommended to the City Council for approval. If the items listed above are not completed within the. timeframe detailed above, then the noted deficiencies, which existed prior to the expiration date of the tentative map, wily be deemed uncured and the map wily be treated as expired as of June 13, 2004. Page 2 of 3 t f M.ar 13 2007. 9: 27RM .'..C,ORCHEL- LR VALLEY,. ENG I NEE,R ' 1 61/12/20.0 FR1 16:54 FA 760 777 7155 City of La-4uinta hbAk 7603604204: p..4 January 16, 2007 Coachella Valley Engineers Mr. David Turner 77 -899 Wolf Road, Suite 102 Palm Desert, CA 92211 RE: Tentative Tract Map No. 30378 Dear Mr..Turner: �oatrQo��� U Thank you for meeting with us on January 11, 2007 to discuss the status of the above- referenced tract map. As you know, the tentative map for this subdivision was set to expire on .tune 18, 2004 pursuant to provisions in the Subdivision Map Act and the City's Subdivision Or While the applicant submitted a map prior to that date that purported to be a final map application, my review of the submittal and subsequent revisions to the map has lead me to conclude that the applicant's submittals were deficient and did not, absent making additional revisions to comply with several conditions to approval of the tentative map, constitute substantial compliance with the City Council's approval of the tentative .map. Notwithstanding this deterrnination, City staff. agreed to discuss issues relating to the map's deficiencies with you and the applicant in order to provide guidance on whether the map that the applicant submitted could be adjusted to .resolve the defects that existed when the map was first submitted..' This letter memorializes the items. I have identified as. being deficient and which you. and the Van Da Bos/Thompson development team agreed to complete and cure. within 60 days from the date of this letter. These items are: 11 The applicant shalt propose a gate location for the project that provides a minimum 3 car stacking distance. (about 62 feet from the call box to the flow line{ from Madison Street. The typical median separation is 26. feet from the 1 call box median to the gate median for vehicle refusal. turn around. This shall be reflected in the updated submittal that must be 'provided within the Rtimeframe detailed above. F.O. 11ox 1.504 1 -.a QUFKTA. CAI- IT010tA 912$7 -1504 78 -495 CALLC TnK1+u:U -.LA QUINTA. CAtAFORNIA 42YA!t 1 Page t of 3 (760) 777-700() -F. &X (760) 77.7 -71 o t �I If i t M,ar , 13. 2007'9: 27RM . ' COACHELLR . VALLEY ENGINEER 760360480.4 ... QI11 ?� 200r M "16:.54. RX 760 777 715S City' d La Quinta Publk �OO�IOOd If you have any questions, please contact me at (760) 777 -7042 or Ed Wirnmer,... Principal Engineer, at (760) 7177 -7088. Sincerely, irtoth . J sson, P.E. Public or'kc irectorici;y Engineer TRJlEJWlcd c: M. Katherine Jenson, Esq. (via fax) Michael.R.W. Houston, Esq. (via fax) Doug Evans, Comm' unity Development Department Director Paul Goble, Senior Engineer Page 3 of 3 1 P ,6. .