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31816
r HYDROLOGY /HYDRAULIC REPORT - TENTATIVE TRACT MAP 31816 S URBAN HABITATIWESTWARD SHADOWS Prepared for: La Quinta North, Partners, LP 2 Crooked Stick Drive Newport Beach, Ca 92660 Telephone: (999) 533 79408 Prepared by: The Keith Companies, Inc. 73 -733 Fred Waring Dr.; Ste. 100 Palm Desert, California 92260 Telephone: (706) 346 -9844 - ' Prepared: April 11, 2005 p `?� c� AN( R. RUIZ C7 (y_ o. C54559 Exp. OF CAS.`` ' Dan Ruiz RCE #C54559 April 11, 2005 Expires: Dec. 12, 2005 J.N. 40921 Y 1 =S�s. i �' � Pr �_ f .i, �, A � r . ��V,1t'b �,� -��� r,.- . °t °�� � 4oil'.�.��.1, w °� Urban Habitat/Westward Shadows . HYDROLOGY /HYDRA ULIC REPORT 1'. Introduction ..................:....................... ............................:.1 2. Hydrologic and Hydraulic Methodology ...........................1 3. Existing Conditions ...............:.............. ..............................1 4. Drainage Design ................................... ..............................1 e APPENDICES ■ Appendix A 100 & 200 -Year Storm Event S nthetic Unit H dro ra hs Appendix B 10-year= 1 Hour Rational Calculations Appendix C 100 -Year —1 Hour Rational Calculations Appendix D Storm Drain Sizin g Calculations Appendix E Sand Filter Leach Line Calculations Appendix F Soil Data & RCFCD Plates . EXHIBITS Exhibit A Hydrology Map e Introduction The purpose of this report is to provide on -site hydrologic and hydraulic calculations in support of Rough Grading Plans for Tract Map 31816, Westward Shadows. This report shall be in accordance with the drainage requirements for the City of La Quinta, County of Riverside, California. The Urban Habitat project proposes the development of 26 single - family residential homes. The site is located in a portion of Section 29, Township 5 south, Range 7 east, of the San Bernardino Base and Meridian, in the City of La Quinta. Hydrologic and Hydraulic Methodology The synthetic unit hydrograph for Riverside County was used to calculate peak flows and volumes for the 100 year 3, 6, and 24 hour events.' Per discussions with .City staff, the site will be designed to retain the runoff from the worst -case 100 -year event with proposed pad elevations -protected from the worst -case 200 -year storm event. Drainage requirements also call for the 10 -year event to be contained within the curbs of the onsite streets, and the 100 -year event to be contained within the street right -of -way. The rational method was used to determine flow rates generated from each drainage area, to model street flow capacities and to size all catch basins. rExisting Conditions The site is currently vacant. The existing topography of the site shows a depression at the center of the property. All rainfall that falls on the site is retained in the naturally created depression. Storm water volume generated from approximately 3 acres of off- site residential area flow in from the south along Roudel Lane and is also retained -in this �. natural depression. Roadrunner Lane and Westward Ho border the site; fully developed with asphalt pavement, concrete curb and gutter. Storm water from these frontage roads is directed past the proposed development northerly along Westward Ho and southerly along Roadrunner Lane. Drainage Design The proposed development will be single - family residences, with a fully developed improvement of Roudel Lane through to Westward Ho. The offsite drainage from the south along Roudel Lane, lots 10 thru 26 and upstream half -width street frontage of Westward Ho will make up Drainage Area A (see exhibit "A "). The flow from Drainage Area N (including the offsite flow) will be intercepted by a pair of inlets in a designed low point located near the south end of Roudel Lane and adjacent to the designed on site retention basins. Basins #1, #2 and #3 will contain the 100 -year storm event. In a greater than 100 -year storm event, the pad elevations have been set to provide for localized ponding within the street right -of -way and lower lots frontages. I Unit hydrograph cl calculations - - a cu a ons show that the 100 year, 3 hour storm event will generate 'a peak storage volume of 33,646 C.F. Per the City of La Quinta Engineering Bulletin #97- 03, a basin freeboard of one foot is required from the flowline of the nearest. street. Retention basin #1 is designed to contain 28,852. C.F. at the 258.0 elevation. The x additional volume needed will be obtained by the placement of a rock bed below the basin bottom, the voids within the rock backfill will provide the additional volume needed to retain 100% of the storm volume with one foot of freeboard (see calculations). Per the City of La Quinta, a secondary overflow outlet (condition # 45) could be eliminated if the lowest proposed pad elevations are protected from a 200 -year storm event '(see unit hydrograph calculations). Rainfall frequency estimates to calculate the worst case 200 -year storm event were obtained from the "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume I, Version 3. The unit hydrograph calculations show that the 200 -year, 3 -hour storm event will generate a peak volume of 46,059 C.F. The retention basin, street right -of -way and property frontages can provide in excess of 56,170 C.F. of storage up to the 261.5 elevation, the lowest pad height. The estimated water surface elevation from this event was calculated to be 259.65. The 100 -year rational method calculations show that a peak flow 12.47 cfs will be intercepted by each catch basin in Roudel Lane. Drainage Area B will consist of lots 1 thru 9. These lots will drain into Roadrunner Lane, then southerly to a proposed catch basin at the southeast corner of the tract. A calculated required storage volume of 10,780 C.F. will be retained within two tiered retention basins adjacent to lots 9 and 10: Retention basin #2 will contain a volume of 6,567 C.F. to an elevation of 262.36. An overflow inlet will accept storm water above that ielevation and convey it to retention basin #3 via an 18" pipe and riser. Retention basin #3 has a capacity for 5,307 cubic feet of water. The maximum water surface elevation during the 100 year storm event. is calculated to be 258.68. Catch basin B1 has been sized to accept all of the 100 -year storm event peak flow of 8.19 cfs. Per city requirements, a sand filter is required to be constructed within the retention basin. Area A consists of (26) single family homes (including offsite) and the existing soil conditions.dictate that 3.80 I.f. of leach line be required.for each home. A total of 100 I.f. is required to mitigate the nuisance water flows (see calculations). The site lies in Zone X of the' Flood Insurance Rate Map (FIRM) Panel 060709 0005 B, Map Revised: August 19, 1991 for Riverside County, prepared by the Federal Emergency Management Agency (FEMA). Zone X represents areas between limits of the 100 -year flood and 500 -year flood; or certain areas subject to 100 -year flooding with average depths less than one (1) foot or where the contributing drainage area is less than one square mile; or areas protected by levees from the base flood. See Plate 3 for FIRM map. t d w a. w� 1 1 o i wESTv Lj- 1 w 1 c ' c � SEC. 1 i H 1 I w w a. w� Cl- �z o Lj- w e •a -'�' 5 6Z q;:f*SE,(iENA s VIA.._ TRANQUILLO P-T7 , <Z N X N. -N, a + cc t- •a -'�' 5 6Z q;:f*SE,(iENA s VIA.._ TRANQUILLO <Z N X N. -N, LLb LN U SPECIAL' FLOOD HAZARD AREAS INUNDATE BY 100 -YEAR FLOOD ZONE A 'No base flood•ele'vations determined, ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas ponding); base flood elevations determine C ZONE AO Flood depths of- 1 to- 3 feet (usually she ' flow on sloping terrain); average dept - determined. For areas of alluvial -fan flop Ing, velocities also determined, :ZONE A99 To be protected from 100 - year -flood MI Federal flood protection system and . construction; no base elevations determine ZONE V Coastal flood 'with 'velocity hazard '(wa action); no base flood ,elevations det : mined, ZONE VE Coastal flood with velocity hazard (wa action); base flood elevations determine oFLOO.DWAY AREAS IN'ZONE AE* 1_ s OTHCR FLOOD AREAS s?� +: ZONE X Areas of 500 -year flood;. areas 100 -year .flood :with average dept of• less than 1 foot or with draina. areas less than 1', square, m i1e;'ar areas protected by levees from. 10 year flood.. -OTHER AREAS". ZONE X ' Areas determined . to be outside 50 year flood plain. ti r r ZONE D Areas in which flood hazards' a undetermined, Flood Boundary Floodway Boundary Zone D Boundary Boundary Dividing Special Floc Hazard Zonesi, and Boundal Dividing Areas of Differel 'Coastal Base Flood Elevatioi Within Special Flood Hazal Zones. . n 7 '513 Base Flood'Elevation Line;" El vation in Feet* D Cross Section Line (EL 987) Base Flood Elevation . in Fei Where Uniform . Within Zone RM7X Elevation. Reference Mark *Referenced to the National:Geodetic Vertical Datum of 1929. NOTES. This map is for use in administering the National Flood Insuran. P� ogram; it does not necessarily identify all areas subject to floodin particularly from local drainage sources of small siie, or all planimetr features outside Special Flood Hazard Areas. Areas of special flood hazard (100 -year flood) include Zones A, A1.3 AE, AH, A0, A99, V, V1.30 AND VE. '`• Certain areas,not in Special Flood Hazard Areas may be protected I flood control structures. Boundaries of the floodways were computed at cross.sections at ' interpolated between cross sections. The floodways were based e hydraulic considerations with regard to requirements of the Feder " Emergency Management-Agency. Floodway-widths in some areas may be too-narrow to show to -scale Floodway widths are provided in the Flood Insurance Study Report.. ,Coastal base flood elevations apply only landward of the shoreline.. For - adjoining map panels see separately printed Map Index e i G A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH DATA INPUT SHEET WORKSHEET PREPARED BY: PROJE_C_T NAME TKC JOB # _. - - - - -_. CONCENTRATION POINT DESIGNATION AREA DESIGNATION TRIBUTARY AREAS COMMERCIAL PAVING /HARDSCAPE SF - 1 ACRE SF - 1/2 ACRE F - 1/4 ACRE MF -CONDOMINIUMS MF - APARTMENTS MOBILE'HOME PARK LANDSCAPING RETENTION BAS_ IN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS 'N'VALUE STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24 -HOUR BASIN CHARACTERISTICS: PERCOLATION RATE (in /hr) DRYWELL DATA NUMBER USED PERCOLATION RATE cfs j IMBP., j 2 3 4 6 7 8 9 1p Urban .Habitat , 40921: I -- i RetentioniBasin' '.. . Area A. . 11 12 ACRES AREA i I - i - - - - j 14 15 16 17 -T8-'S 19 20 21 22 23 8:52 24 2s 26 27 28 29 31 32 33 34 90.% 660 1'40 266 2601_ 0:01.5 36 37 38 39 '100. I 2.26 40 41 42 43 44 45 46 2.73 3:84 I ELEVATION 253 ;: '. '.'3508.81 .254w. 4303.38 255: , 5171.46 47 256 6113.2 48 49 50 51 52 53 54 55 56 257: 7129.58 2581 8220.27 2591. 9388:13 0 1 0.011 G RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION, FORM TKC JOB # SHORTCUT METHOD BY Urban Habitat 40921 MBP DATE 3/22/2005 3 -HOUR 6 -HOUR PHYSICAL DATA EFFECTIVE RAIN. (in) 1.10 0.95 1 CONCENTRATION POINT FLOOD VOLUME (cu -ft) (acre -ft) 34,046 0.78 29,271 0.67 Retention Basin REQUIRED STORAGE (cu -ft) (acre -ft) [21 AREA DESIGNATION 28,792 0.66 13,545 0.31 PEAK FLOW (cfs) Area A 12.16 131 AREA - ACRES MAXIMUM WSEL (ft) 258.58 258.02 8.520 4 L -FEET 660 5 L -MILES 0.125 (61 La -FEET 140.00 171 La -MILES 0.027 (81 ELEVATION OF HEADWATER 266 9 ELEVATION OF CONCENTRATION POINT 260 10 H -FEET 6 11 S- FEET /MILE 48.0 12 1 SA0.5 6.93 13 L'LCA/SA0.5 0.000 [141 AVERAGE MANNINGS'N' 0.015 15 I LAG TIME -HOURS 0.02 [161 LAG TIME - MINUTES . 1.2 17 100% OF LAG- MINUTES 1.2 [181200% OF LAG - MINUTES 2.4 19 UNIT TIME- MINUTES 100 % - 200% OF LAG 5 [241 TOTAL PERCOLATION RATE (cfs) 0.01 RAINFALL DATA [1] SOURCE [2) FREQUENCY -YEARS 100 [3] DURATION: 3 -HOURS 6 -HOURS 24- HOURS •[4] POINT RAIN INCHES Plate E -5.2 [5) AREA [6] [7] AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E -5.4 191 AREA [10) [11] AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [13] AREA [141 [15] AVERAGE POINT RAIN INCHES 2.26 8.520 1.00 2.26 2.73 8.520 1.00 2.73 3.84 8.520 1.00 3.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 8.52 SUM [7] [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.26 SUM [9] 1 8.52 SUM It 11 2.73 SUM [13] 1 8.52 SUM [15] 3.84 1.000 1.000 1.000 2.261 2.73 3.84 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN. (in) 1.10 0.95 0.47 FLOOD VOLUME (cu -ft) (acre -ft) 34,046 0.78 29,271 0.67 14,616 0.34 REQUIRED STORAGE (cu -ft) (acre -ft) 33,646 0.77 28,792 0.66 13,545 0.31 PEAK FLOW (cfs) 15.48 12.16 1.46 MAXIMUM WSEL (ft) 258.58 258.02 255.87 M Lm s 4w on' 0 �010 wo on" M me aid 4 so a* on M RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT Urban Habitat CONCENTRATION POINT: Retention Basin BY MBP DATE 3/22/2005 AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C -1 'LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 0.00 0.000 0.0000 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74. 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000- A SF - 1/4 ACRE 32 0.74 50% 0.41 8.52 1.000 0.4070 A MF - CONDOMINIUMS 32 0.74 65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS " 32 0.74 '80% 0.21 0.00 0.000 0.00.00 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 ' A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 •0.0000 SUMI 8.52 SUM 0.4070 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0'.2035 C= 0.00377 Ft= C(24- (T /60)) ^1.55 = 0.00377 (24- (T /60)) ^1.55 + 0.20 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time.period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE 3/2212005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES _ 8.52 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN- INCHES 2.26 CONSTANT LOSS RATE -in /hr 0.41 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0,353 0.41 0.32 0.04 -0.30 86.81 2 10 0.17 1.3 0.353 0.41 0.32 0.04 0.30 86.81 3 15 0.25 1.1 0.298 0.41 0.27 0.03 0.25 72.95 4 20 0.33 1.5 0.407 0.41 0.37 0.04 0.35 100.68 5 25 0.42 1.5 0.407 0.41 0.37 0.04 0.35 100.68 6 30 0.50 1.8 0.488 0.41 0.44 0.08 0.69 204.14 7 35 0.58 1.5 0.407 0.41 0.37 0.04 0.35 100.68 8 40 0.67 1.8 0.488 0.41 0.44 0.08' 0.69 204.14 9 45 0.75 1.8 0.488 0.41 0.44 0.08 0.69 204.14 10 50 0.83 1.5 0.407 0.41 0.37 0.04 0.35. 100.68 11 55 0.92 1.6 0.434 0.41 0.39 0.03 0.23 65.51 12 60 1.00 1.8 0.488 0.41 0.44 0.08 0.69 204.14 13 65 1.08 2.2 0.597 0.41 0.54 0.19 1.62 481.42 14 70 1.17 2.2 0.597 0.41 0.54 0.19 1.62 481.42 15 75 1.25 2.2 0.597 0.41 0.54 0.19 1.62 481.42 16 80 1.33 2.0 0.542 0.41 0.49 0.14 1.15 342.78 17 85 1.42 2.6 0.705 0.41 0.63 0.30 2.54 758.69 18 90 1.50 2.7 0132 0.41 0.66 0.33 2.77 828.01 19 95 1.58 2.4 0.651 0.41 0.59 0.24 2.08 620.06 20 100 1.67 2.7 0.732 0.41 0.66 0.33 2.77 828.01 21 105 1.75 3.3 0.895 0.41 0.81 0.49 4.16 1243.93 22 110 1.83 3.1 0.841 0.41 0.76 0.43 3.70 1105.29 23 115 1.92 2.9 1 0.786 0.41 0.71 0.38 3.23 966.65 24 120 2.00 3.0 0.814 0.41 0.73 0.41 3.46 1035.97 25 125 2.08 3.1 0.841 0.41 0.76 0.43 3.70 1105.29 26 130 2.17 4.2 1.139 0.41 1.03 0.73 6.24 1867.79 27 135 2.25 5.0 1.356 0.41 1.22 0.95 8.09 2422.34 28 140 2.33 3.5 0.949 0.41 0.85 0.54 4.62 1382.56 29 145 2.42 6.8 1.844 0.41 1.66 1.44 12.24 3670.08 30 150 2.50 7.3 1.980 0.41 1.78 1.57 13.40 4016.67 31 155 2.58 8.2 2.224 0.41 2.00 1.82 15.48 4640.54 32 160 2.67 5.9 1.600 0.41 1.44 1.19 10.17 3046.21 33 165 2.75 2.0 0.542 0.41 0.49 0.14 1.15 342.78 34 170 2.83 1.8 0.488 0.41 0.44 0.08 0.69 204.14 35 175 2.92 1.8 0.488 0.41 0.44 0.08. 0.69 204.14 36 180 3.00 0.6 0.163 0.41 0.15 0.02 0.14 38.29 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.10 FLOOD VOLUME (acft) 0.78 FLOOD VOLUME (cuft) 34046.20 REQUIRED STORAGE (acft) 0.77 REQUIRED STORAGE (cuft) 33645.90 PEAK FLOW RATE (cfs) 15.48 Plate E -2.2 Page 4 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/22/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.52 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN - INCHES 2.73 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT . 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes. Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage. cf 1 5 0.08 0.5 0.164 0.41 0.15 0.02 0.14 38.57 2 10 0.17 0.6 0.197 0.41 -0.18 0.02 0.17 46.94 3 15 0.25 1 0.6 0.197 0.41 0.18 0.02 0.17 46.94 4 20 0.33 0.6 0.197 0.41 0.18 0.02 0.17 46.94 5 25 0.42 0.6 0.197 0.41 ` 0.18 0.02 0.17 46.94 6 30 0.50 0.7 0.229 0.41 0.21 0.02 0.20 55.31 7 35 0.58 0.7 0.229 0.41 0.21 0.02 0.20 1 55.31 8 40 0.67 0.7 0.229 0.41 0.21 0.02 0.20 55.31 9 45 0.75 0.7 0.229 0.41 0.21 0.02 0.20 55.31 10 50 0.83 0.7 0.229 0.41 0.21 0.02 0.20 55.31 11 55 0.92 0.7 0.229 0.41 0.21 0.02 0.20 55.31 12 60 1.00 0.8 0.262 0.41 0.24 0.03 0.22 63.69 13 65 1.08 0.8 0.262 0.41 0.24 0.03 0.22 63.69 14 70 1.17 0.8 0.262 0.41 0.24 0.03 0.22 63.69 15 75 1.25 0.8 0.262 0.41 0.24 0.03 0.22 63.69 16. 80 1.33 0.8 0.262 0.41 0.24 0.03 0.22 63.69 17 85 1.42 0.8 0.262 0.41 " 0.24 0.03 0.22 63.69 18 90 1.50 0.8 0.262 0.41 0.24 0.03. 0.22 63.69 19 95 1.58 0.8 0.262 0.41 0.24 0.03 0.22 63.69 20 100 .1.67 0.8 0.262 0.41 0.24 0.03 0.22 63.69 21 105 1.75 •. 0.8 0.262 0.41 .0.24 0.03 0.22 63.69 22 110 1.83 0.8 0.262 0.41 0.24 0.03 0.22 63.69 23 115 1.92 0.8 0.262 0.41 0.24 0.03 0.22 63.69 24 120 2.00 0.9 0.295 0.41 0.27 0.03 0.25 72.06 25 125 2.08 0.8 0.262 0.41 0.24 0.03. 0.22 63.69 26 - 130 2.17 0.9 0.295 0.41 0.27 0.03 0.25 72.06 27 135 2.25 0.9 0.295 0.41 0.27 0.03 0.25 72.06 28 140 2.33 0.9 0.295 0.41 0.27 0.03 0.25 72.06 29 145 2.42 0.9 0.295 0.41 0.27 0.03 0.25 72.06 30 • 150 2.50 0.9 0.295 1 0.41 0.27 0.03 0.25 72.06 31 155 2.58 0.9 0.295 1 0.41 0.27 0.03 0.25 72.06 32 160 2.67 0.9 0.295 0.41 0.27 0.03 0.25 72.06 33 165 2.75 1.0 0.328 0.41 0.29 0.03 0.28 80.43 34 170 2.83 1.0 0.328 0.41 0.29 0.03 0.28 80.43 35 175 2.92 1.0 0.328 0.41 0.29 0.03 0.28 80.43 36 - 180 3.00 1.0 0.328 0.41 0.29 0.03. 0.28 80.43 37 185 3.08 1.0 0.328 0.41 0.29 0.03 0.28 80.43 38 190 3.17 1.1 0.360 0.41 0.32 0.04 0.31 88.81 39 195 3.25 1.1 0.360 0.41 0.32 0.04 0.31 88.81 40 200 3.33 1.1 0.360 0.41 0.32 0.04 0.31 88.81 41 205 3.42 1.2 0.393 0.41 0.35 0.04 0.33 97.18 42 210 3.50 1.3 0.426 0.41 0.38 0.02 0.16 44.96 43 215 3.58 1.4 0.459 0.41 0.41 0.05 0.44 128.69 44 220 3.67 1.4 0.459 0.41 • 0.41 0.05 ; 0.44 128.69 45 225 3.75 1.5 0.491 0.41 0.44 0.08 0.72 212.43 46 230 3.83 1.5 0.491 0.41 0.44 0.08 0.72 212.43 47 235 3.92 1.6 0.524 0.41 0.47 0.12 1.00 296.16 48 240 4.00 1.6 0.524 0.41 0.47 0.12 1.00 296.16 49 245 4.08 1.7 0.557 0.41 0.50 0.15 1.28 379.90 50 250 4.17 1.8 0.590 0.41 0.53 0.18 1.56 463.63 51 255 4.25 1.9 0.622 0.41 0.56 0.22 1.84 - 547.36 52 260 4.33 2.0 0.655 0.41 0.59 0.25 2.11 631.10 53 265 4.42 • 2.1 0.688 0.41 0.62 0.28 2.39 714.83 54 270 4.50 2.1 0.688 0.41 0.62 0.28 2.39 714.83 55 275 4.58 2.2 0.721 0.41 0.65 0.31 2.67 798.57 56 280 4.67 2.3 0.753 0.41 0.68 0.35 2.95 882.30 Plate E -2.2 �. Page 5 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/22/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.52 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN- INCHES 2.73 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.786 0.41 0.71 0.38 3.23 966.04 58 290 4.83 2.4 0.786 0.41 0.71 0.38 3.23 966.04 59 1 295 4.92 2.5 0.819 0.41 0.74 0.41 3.51 1049.77 60 300 5.00 2.6 0.852 0.41 0.77 0.44 3.79 1133.51 61 305 5.08 3.1 1.016 0.41 0.91 0.61 5.18 1552.18 62 310 5.17 3.6 1.179 0.41 1.06 0.77 6.58 1970.85 63 315 5.25 3.9 1.278 0.41 1.15 0.87 7.42 2222.06 64 320 5.33 4.2 1.376 0.41 1.24 0.97 8.26 2473.26 65 325 5.42 4.7 1.540 0.41 1.39 1.13 9.65 2891.93 66 330 5.50 5.6 1.835 0.41 1.65 1.43 12.16 3645.54 . 67 335' 5.58 1.9 0.622 0.41 0.56 0.22 1.84 547.36 68 340 5.67 0.9 0.295 0.41 0.27 0.03 0.25 72.06 69 345 5.75 0.6 0.197 0.41 0:18 0.02 0.17 46.94 70 350 5.83 0.5 0.164 0.41 0.15 0.02 0.14 38.57 71 355 5.92 0.3 0.098 0.41 0.09 0.01 0.08 21.82 72 360 6.00 0.2 0.066 0.41 0.06 0.01 0.06 13.45 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.95 FLOOD VOLUME (acft) 0.67 FLOOD VOLUME (cult) 29271.47 REQUIRED STORAGE (acft) 0.66 REQUIRED STORAGE (cult) 28791.84 PEAK FLOW RATE (cfs) 12.16 Plate E -2.2 Page 6 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/22/2005 f EFFECTIVE RAIN CALCULATION FORM - DRAINAGE AREA -ACRES 8.520 UNIT TIME- MINUTES 15, LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 1268.6 TOTAL ADJUSTED STORM RAIN- INCHES 3.84 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 LOW LOSS RATE - DECIMAL 0.90 C 0.00377 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours - Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in1hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.031 0.719 0.028 0.003 0.03 13.66 2 30 0.50 0.3 0.046 0.710 0.041 0.005 .0.04 25,43 3 45 0.75 0.3 0.046 0.702 0.041 0.005 0.04 25.43 4 60 1.00 0.4 - 0.061 0.694 0.055 0.006 0.05 37.21 5_ 75 1.25 0.3 0.686 0.041 0.005 0.04 25.43 6 90 1.50 0.3 0.678 0.041 0.005 0.04 25.43 7 105 1.75 0.3 0.669 0.041 ' 0.005 0.04 25.43 8 . 120 2.00 0.4 MO4 0.661 0.055 0.006 0.05 37.21 9 135 2.25 0.4 0.653 0.055 0.006 0.05 37.21 10 150 .2.50 0.4 0.645 0.055 0.006 0.05 37.21 11 165 2.75 0.5 0.638 0.069 0.008 0.07 48.99 12 180 3.00 0.5 0.077 :0.630 0.069 0.008 0.07 48.99 13 195 3.25 0.5 0.077 0.622 0.069 0.008 0.07 48.99 14 210 3.50 0.5 0.077 0.614 0.069 0.008 0.07 48.99 15 225 3.75 0.5 0.077 0.606 0.069 0.008 1 0.07 48.99 16 240 4.00 0.6 0.092 0.599 0.083 0.009 0.08 60.77 17 255 4.25 0.6 0.092 0.591 0.083 0.009 0.08 60.77 18 270 4.50 0.7 0.108 0.584 0.097 0.011 0.09 72.55 19 285 4.75 0.7 0.108 0.576 0.097 0.011 0.09, 72.55 20 300 5.00 0.8 , 0.123 0.569 0.111 0.012 0.10 84.32 21 315 5.25 0.6 0.092 0.561 0.083 0.009 0.08 60.77 22 330 5.50 0.7 0.108 0.554 0.097 0.011 0.09 72.55 23 345 5.75 0.8 0.123 0.547 0.111 0.012 0.10. 84.32 24 360 6.00 0.8 0.123 0.540 0.111 0.012 0.10 84.32 25 375 6.25 0.9 0.138 0.532 0.124 0.014 0.12 96.10 26. 390 6.50 0.9 0.138 0.525 0.124 0.014 0.12 96.10 27 405 6.75 1.0 0.154 0.518 0.138 0.015 0.13 107.88 28 420 7.00 1.0 0.154 0.511 0.138 0.015 0.13 107.88 29 435 7.25 1.0 0.154 0.504 0.138 0.015 0.13 107.88 30 450 7.50 1.1 0.169 0.498 0.152. 0.017 0.14 119.66 31 465 7.75 1.2 0.184 0.491 0.166 • 0.018 0.16 131.44 32 480 8.00. 1.3 0.200. 0.484 0.180 0.020 0.17 143.21 33 495 8.25 1.5 0.230 0.477 0.207 0.023 0.20 166.77 34 510 8.50 .1.5 0.230 0.471 0.207 0.023 0.20 166.77 35 525 8.75 1.6 1 0.246 0.464 0.221 0.025 0.21 178.55 36 540 9.00 1.7 0.261 0.457 0.235 0.026 0.22 190.33 37 555 9.25 1.9 0.292 0.451 0.263 0.029 0.25 213.88 38 570 9.50 2.0 0.307 0.445 0.276 0.031 0.26 225.66 39 585 9.75 2.1 0.323 0.438 0.290 0.032 0.27 237.44 40 600 10.00 2.2 0.338 1 0.432 0.304 0.034 0.29 249.22 41 615 10.25 1.5. 0.230 0.426 0.207 0.023 0.20 166.77 42 630 10.50 1.5 0.230 0.419 0.207 0.023 0.20 166.77 43 645 10.75 2.0 0.307 0.413 0.276 0.031 0.26 225.66 44'. 660 11.00 2.0 0.307 0.407. 0.276 0.031 0.26: 225.66 45 675 11.25 1.9 0.292 0.401 0.263 0.029 0.25 213.88 46 690 11.50 1.9 0.292 0.395 0.263 0.029 0.25 213.88 47 705 11.75 1.7 0.261 0.390 0.235 0.026 0.22 190.33 48 720 12.00 1.8 0.276 0.384 0.249 0.028 0.24 202.10 49 735 12.25 2.5 0.384 0.378 0.346 1 0.006 0.05 35.93 50 750 12.50 2.6 0.399 0.372 0.359 0.027 0.23 197.13 51 765 12.75 2.8 0.430 0.367 0.387 0.063 0.54 •475.59 52 780 13.00 2.9 0.445 0.361 0.401 0.084 0.72 635.76 53 795 13.25 3.4 0.522 0.356 0.470 0.166 1.42 1266.53 54 810 13.50 3.4 0.522 0.350 0.470 0.172 1.46 .1307.88 55 825 13.75. 1 2.3 0.353 0.345 0.318 0.008 0.07 53.10 56 840 14.00 2.3 0.353 0.340 0.318 0.013 0.11 93.38 57 855 14.25 2.7 0.415 0.335 0.373 0.080 0.68 604.23 58 870 14.50 2.6 0.399 0.330 0.359 0.070 0.60 525.63 59 885 14.75 2.6 0.399 0.324 0.359 0.075 0.64 564.25 60 900 15.00 2.5 0.384 0.320 1 0.346 0.064 0.55 484.54 61 915 15.25 2.4 0.369 0.315 1 0.332 0.054 0.46 404.25 Plate E -2.2 Page 7 of 14 z RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT x PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/22/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.520 UNIT TIME - MINUTES 15 LAG TIME -MINUTES 1.18 UNIT TIME - PERCENT OF LAG f 1268.6 TOTAL ADJUSTED STORM RAIN- INCHES 3.84.. CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 LOW LOSS RATE - DECIMAL 0.90 C 0.00377 PERCOLATION RATE cfs 0.01 ' Unit Time Period Time Minutes µHours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hrl Flood Hydrograph Flow - cfs Required Storage . cf 62 930 15.50 2.3 0.353 0.310, 0.318 0.043 0.37 323.38 63 945 15.75 '1.9 0.292 0.305 • 0.263 0.029 0.25 213.88 64, 960 16.00 1.9 0.292 0.300 0.263 0.029 0.25 213.88 65 975 16.25 0.4 0.061 0.296. 0.055 0.006 0.05 37.21 66 990 16.50 0.4 0.061 - 0.291 0.055 0.006 0.05 37.21 67 1005 16.75 0.3 0.046 0.287 0.041 0.005 0.04 25.43 68 1020 .17.00' 0.3 0.046 0.283 0.041 0.005 0.04 7 25.43 69 1035 17.25 0.5 0.077 0.278 0.069 0.008 0.07 48.99 70 1050 17.50 0.5 0.077 0.274 0.069 0.008 0.07 48.99 71 1065 17.75 0.5 0.077 0.270 0.069 0.008 0.07 48.99 72 1080 • 18.00 0.4 0.061 0.266 0.055 0.006 0.05 37.21 73 1095 18.25 0.4 0.061 0.262- 0.055 0.006 0.05 37.21 74 1110 18.50 0.4 0.061 0.258 0.055 0.006 0.05 37.21 75 1125 18.75 0.3 0.046 0.255 0.041 0.005 _ 0.04 25.43 76, 1140 19.00 0.2 0.031 0.251 0.028 0.003 • 0.03 13.66 77 1155 19.25 0.3 0.046 0.247 0.041 0.005 0.04 25.43 78 1170 19.50 0.4 0.061' 0.244 0.055 0.006 0.05 37.21 79 1185 19.75 0.3 0.046 0.241 0.041 0.005 0.04 25.43 80 1200 20.00 0.2 0.031 0.237 . 0.028 0.003 0.03 13.66 81 1215 20.25 0.3 0.046 0.234 0.041 0.005 0.04 25.43 82 1230 20.50 -0.3 0.046 0.231 0.041 0.005 0.04 25.43 83 1245 20.75 0.3 0.046 0.228 0.041 0.005 0.04 25.43 84 1260 21.00 0.2. 0.031 0.226 0.028 0.003 0.03 13.66 85 1275 21.25 0.3 0.046 0.223 0.041 0.005 0.04 25.43 86- ' 1290 21.50 0.2 0.031 0.220 0.028 0.003 0.03 13.66 87 1305 21.75. 0.3 0.046 - 0.218 0.041 0.005 0.04 25.43 88 1320 22.00 0.2 0.031 0.216 0.028 0.003 0.03 13.66 89 1335 22.25 0.3 0.046 0.213 0.041 0.005 0.04 25.43 90 1350 22.50 0.2 0.031 0.211 0.028 0.003 0.03 13.66 91. 1365 22.75 0.2 0.031 0.210 0.028 0.003 0.03 13.66 92 1380 23.00 0.2 0.031 0.208 0.028 0.003 0.03 13.66 93 1395 23.25 0.2 0.031 0.207 0.028 0.003 0.03 13.66 94 1410 23.50 0.2 0.031 0.205 0.028 • 0.003 0.03 13.66 95 1425 23.75 0.2 0.031 0.204 0.028 0.003 0.03 13.66 96 1440 24.00 0.2 0.031 0.204 0.028 0.003 0.03 1 13.66 .I° r �. • r e , 'v ~ S.Y i • , p .I° PROJECT: Urban Habitat TKC JOB # 40921 Retention Basin - BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) . AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft). (cuft) (acre -ft) 253 0 0 3509 0 0 0.00 254 1 1 795 4303 3906 3906 0.09 255 1 2 868 5171 4737 8644 0.20 256 1 3 942 6113 5642. 14286 0.33 257 1 4 1016, 7130 6621 20907 - 0.48 258 1 5 1091 8220 7675 28582 0.66 259 1 6 1168 9388L 8804 37386 0.86 PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs MAXWELL IV DRYWELLS NUMBER USED 1 RATE /DRYWELL 0.011 cfs TOTAL DISSIPATED 0.011 cfs TOTAL PERCOLATION RATE 0.01 cfs . 1 1 CF , ice- us S c) Basin Characteristics Page 9 of 14 i t Basin Characteristics Page 9 of 14 Retention Basin - TKC JOB # 40921 1nn YFAR -1 H01 IR STnRM FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.30 90 90 3 87 25102 87 0.00 2 10 0.30 90 177 3 174 253.04 174 0.00 3 15 0.25 76 250 3 247 253.06 247: 0.01 4 20 0.35 104 351 3 347 253.09 347 0.01 • 5 25 0.35 104 451 3 448 253.11 448 0.01 6 30 0.69 207, 655 3 652 253.17 652 0.01 7 35 0.35 104 756 3 753 253.19 753 0.02 8 40 0.69 207 960 3 957 253.24 957 0.02 9 45 0.69 207 1,164 3 1,161 253.30 1,161 0.03 10 50 0.35 104 .1,265 3 1,262 253.32 1,262 0.03 11 55 0.23 69 1,331 3 1,327 253.34 1,327 0.03 12 60 0.69 207 1,535 3 1,531 253.39 1,531 0.04 13 65 1.62 485 2,016 3 2,013 253.52 2,013 0.05 14. 70 1.62 485 2,498 3 2,494 253.64 2,494 0.06 15 75 1.62 485 2,979 3 2,976 253.76 2,976 0.07 16 80 1.15 346 3,322 3 3,318 253.85 3,318 0.08 17 85 2.54 762 4,080 3 4,077 254.04 4,077 0.09 18 90 2.77 831 4,908 3 4,905 254.21 4,905 0.11 19 95 2.08 623 5,528 3 5,525 254.34 5,525 0.13 20 100 2.77 831 6,356 3 6,353 254.52 6,353 0.15 21 105 4.16 1,247 7,600 3 7,597 254.78 7,597 0.17 22 110 3.70 1,109 8,706 3 8,702 255.01 8,702 0.20 23 115 3.23 970 9,672 3 9,669 255.18 9,669 0.22 24 120 3.46 1,039 10,708 3 10,705 255.37 10,705 -0.25 25 125 3.70 1,109 11,814 3 11,810 255.56 11,810 0.27 26 130 6.24 1,871 13,681 3 13,678 255.89 13,678 0.31 27 135 8.09 2,426 16,104 3 16,100 256.27 16,100 0.37 28 140 4.62 1,386 17,486 3 17,483 256.48 17,483 0.40 29 145 12.24 3,673 21,156 3 21,153 257.03 21,153 0.49 30 150 13.40 4,020 25,173 3 25,170 257.56 25,170. 0.58 31 155 15.48 4,644 29,814 3 29,810 258.14 29,810 0.68 32 160 10.17 3,050 32,860 3 32,857 258.49 32,857 0.75 33 165 1.15 346 33,203 3 33,199 258.52 33,199 0.76 34 170 0.69 207 33,407 3 33,403 258.55 33,403 0.77 35 175 0.69 207 33,611 3 33,608 258.57 33,608 0.77 36 180 0.14 42 33,649 3 33,646 258.58 33,646 0.77 Basin Depth Analysis Page 10 of 14 `F-7 LI I t u t t I i 1 1 t Retention Basin TKC JOB # 40921 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN cuff acre -ft 1 5 0.14 42 42 3 39 253.01 39 0.00 2 10 0.17 50 89 3 86 253.02 86 0.00 3 15 0.17 50 136 3 132 253.03 132 0.00 4 20 0.17 50 183 3 179 253.05 179 0.00 5 25 0.17 50 230 3 226 253.06 226 0.01 6 30 0.20 59 285 3 282 253.07 282 0.01 7 35 0.20 59 340 3 337 253.09 337 0.01 8 40 0.20 59 396 3 392 253.10 392 0.01 9 45 0.20 59 451 3 448 253.11 448 0.01 10 50 0.20 59 506 3 503 253.13 503 0.01 11 55 0.20 59 562 3 558 253.14 558 0.01 12 60 0.22 67 625 3 622 253.16 622 0.01 13 65 0.22 67 689 3 686 253.18 686 0.02 14 70 0.22 67 753 3 749 253.19 749 0.02 15 75 0.22 67 816 3 813 253.21 813 0.02 16 80 0.22 67 880 3 877 253.22 877 0.02 17 85 0.22 67 944 3 940 253.24 940 0.02 18 90 0.22 67 1,007 3 1,004 253.26 1,004 0.02 19 95 0.22 67 1,071 3 1,068 253.27 1,068 0.02 20 100 0.22 67 1,135 3 1,131 253.29 1,131 0.03 21 105 0.22 67 1,198 3 1,195 253.31 1,195 0.03 22 110 0.22 67 1,262 3 1,259 253.32 1,259 0.03 23 115 0.22 67 1,326 .31 1,322 253.34 1,322 0.03 24 120 0.25 75 1,398 3 1,395 253.36 1,395 0.03 25 125 0.22 67 1,462 3 •1,458 253.37 1,458 0.03 26 130 0.25 75 1,534 3 1,530 253.39 1,530 0.04 27 135 0.25 75 1,606 3 1,602 253.41 1,602 0.04 28 140 0.25 75 1,678 3 1,674 253.43 1,674 0.04 29 145 0.25 75 1,750 3 1,746 253.45 1,746 0.04 30 150 0.25 75. 1,822 3 1,819 253.47 1,819 0.04 31 155 0.25 75 1,894 3 1,891 253.48 1,891 0.04 32 160 0.25 75 1,966 3 1,963 253.50 1,963 0.05 33 165 0.28 84 2,046 3 2,043 253.52 2,043 0.05 34 170 0.28 84 2,127 3 2,124 253.54 2,124 0.05 35 175 0.28 84 2,207 3 2,204 253.56 2,204 0.05 36 180 0.28 84 2,288 3 2,284 253.58 2,284 0.05 37 185 0.28 84 2,368 3 2,365 253.61 2,365 0.05 38 190 0.31 92 2,457 3 2,454 253.63 2,454 0.06 39 195 0.31 92 2,546 3 2,542 253.65 2,542 0.06 40 200 0.31 92 2,635 3 2,631 253.67 2,631 0.06 41 205 0.33 100 2,732 3 2,728 253.70 2,728 0.06 42 210 0.16 48 2,777 3 2,773 253.71 2,773 0.06 43 215 0.44 132 2,905 3 2,902 253.74 2,902 0.07 44 220 0.44 132 3,034 3 3,031 253.78 3,031 0.07 45 225 0.72 216 3,246 3 3,243 253.83 3,243 0.07 46 230 0.72 216 3,459 3 3,456 253.88 3,456 0.08 47 235 1.00 299 3,755 3 3,752 253.96 3,752 0.09 48 240 1.00 299 4,051 3 4,048 254.03 4,048 0.09 49 245 1.28 383 4,431 3 4,428 254.11 4,428 0.10 50 250 1.56 467 4,895 3 4,891 254.21 4,891 0.11 51 255 1.84 551 5,442 31 5,439 254.32 5,439 0.12 52 260 2.11 634 6,073 3 6,070 254.46 6,070 0.14 53 265 2.39 718 6,788 3 6,785 254.61 6,785 0.16 54 270 2.39 718 7,503 3 7,500 254.76 7,500 0.17 55 275 2.67 802 8,301 3 8,298 1 254.93 8,298 0.19 Basin Depth Analysis Page 11 of 14 i- Retention Basin TKC JOB # 40921 r 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD - FLOW IN (cfs VOLUME IN cuft TOTAL IN BASIN. cult PERC . OUT cult ) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN. (cuft) (acre -ft 56 280 2.95 886 9,184 3 9,180 255.10 9,180 0.21 57 285 3.23 969 10,150 3 10,147 255.27 10,147 0.23 58 290 3.23 969 11,116 3 11,113 255.44 11,113 0.26 59 295 3.51 1;053 12,166 3 12,162 255.62 12,162 0.28 60 300 3.79 1,137 13,299 3 13,296 255.82 131-296 0.31 61 305 5.18 1,555 14,851 3 14,848 256.08 14,848 0.34 62 310 6.58 1,974 16,822 3 16,819 256.38 .16,819 0.39 63 315 7.42 2,225 19,044 3 19,041 256.72 19,041 0.44 64 320 8.26 2,477 21,517 3 21,514 257.08 21,514 0.49 65 325 9.65 2,895 24,409 3 24,406 257.46 24;406 " 0.56 66 330 12.16 3,649 28,055 3 28,052 257.93 28,052 0.64 67 335 1.84 551 28,602 3 28,599 258.00 28,599 0.66 68 340 0.25 75 28,674 3 28,671 258.01 28,671 0.66 69 345 0.17 50 28,721 3 28,718 258.02 28,718 0.66 .70 350 0.14 42 28,760 3 28,757 258.02 28,757 0.66 71 355 0.08 25 28,782 31 28,778 258.02 28,778 0.66 72 360 0.06 17 28,795 31 28,792 258.02 28,792 1 0.66 Basin Depth Analysis Page 12 of 14 Retention Basin TKC JOB # 40921 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult. BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 15 0.03 24 24 10 14 253.00 14 0.00 2 30 0.04 35 49 10 39 253.01 39 0.00 3 45 0.04 35 74 - 10 65 253.02 65 0.00 4 60 0.05 47 112 10 102 253.03 102 0.00 5 75 0.04 35 137 10 127 253.03 127 0.00 6 90 0.04 35 163 10 153 253.04 153 0.00 7 105 .0.04 35 188 10 178 253.05 178 0.00 8 120 0.05 47 225 10 215 253.06 215 0.00 9 135 0.05 47 262 10 252, 253.06 252 0.01 10 150 0.05 47 300 10 290 253.07 290 0.01 11 165 0.07 59 349 10 339 253.09 339 0.01 12 180 0.07 59 398 10 388 253.10 388 0.01 13 195 0.07 59 447 10 437 253.11 437 0.01 14 210 0.07 59 496 10 486 253.12 486 0.01 15 225 0.07 59 545 10 535 253.14 535 0.01 16 240 0.08 71 605 10 595 253.15 595 0.01 17 255 0.08 71 666 10 656 253.17 656 0.02 18 270 0.09 82 739 10 729 253.19 729 0.02 19 285 0.09 82 811 10 801 253.21 801 0.02 20 300 0.10 94 895 10 886 253.23 886 0.02 21 315 0.08 71 956 10 946 253.24 946 -0.021 22 330 0.09 82 1,029 10 1,019 253.26 1,019 0.02 23 345 0.10 94 1,113 10 1,103 253.28 1,103 0.03 24 360 0.10 94 1,197 10 1,188 253.30 1,188 0.03 25 375 0.12 106 1,294 10 1,284 253.33 1,284 0.03 26 390 0.12 106 1,390 10 1,380 253.35 1,380 0.03 27 405 0.13 118 1,498 10 11488 253.38 1,488 0.03 28 420 0.13 118 1,605 10 1,596 253.41 1,596 0.04 29 435 0.13 118 1,713 10 1,703 253.44 1,703 0.04 30 450 0.14 130 1,833 10 1,823 253.47 1,823 0.04 31 465 0.16 141 1,964 10 1,954 253.50 1,954 0.04 32 480 0.17 153 2,108 10 2,098 253.54 2,098 0.05 33 495 0.20 177 2,274 10 2,264 253.58 2,264 0.05 34 510 0.20 177 2,441 10 2,431 253.62 2,431 0.06 35 525 0.21 188 2,620 10 2,610 253.67 2,610 0.06 36 540 0.22 200 2,810 10 2,800 253.72 2,800 0.06 37 555 0.25 224 3,024 10 3,014 253.77 3,014 0.07 38 570 0.26 236 3,250 10 31240 253.83 3,240 0.07 39 585 0.27 247 3,487 10 3,477 253.89 3,477 0.08 40. 600 0.29 259 3,736 10 3,726 253.95 3,726 0.09 41 . -615 0.20 177 3,903 10 3,893 254.00 3,893 0.09 42 630 0.20 177 4,070. 10 4,060 254.03 4,060 0.09 43 645. 0.26 236 4,295 10 4,286 254.08 4,286 0.10 44 660 0.26 236 4,521 10 4,511 254.13 4,511 0.10 45 675 0.25 224 4,735 10 4,725 254.17 4,725 0.11 46 690 0.25 224 4,949 10 4,939 254.22 .4,939 0.11 47 705 0.22 200 5,139 10 5,129 254.26 5,129 0.12 48 720 0.24 212 5,341 10 5,331 254.30 5,331 0.12 49 735 0.05 46 5,377 10 5,367 254.31 .5,367 0.12 50 750 0.23 207 5,574 10 5,564 254.35 5,564 0.13 51 765 0.54 485 6,050 10 6,040 254.45 6,040 0.14 52 780 0.72 646 6,686 10 6,676 254.58 6,676 0.15 53 795 1.42 1,276 7,952 10 7,942 254.85 7,942 0.18 54 810 1.46 1,318 9,260 10 9,250 255.11 9,250 0.21 55 825 0.07 63 9,313 10 9,303 255.12 9,303 0.21 56 840 0.11 103 9,407 10 9,397 255.13 9,397 0.22 57 855 0.68 614 10,011 10 10,001 255.24 10,001 0.23 58 870 0.60 536 10,536 10 10,527 255.33 10,527 0.24 Basin Depth Analysis Page 13 of 14 Retention Basin TKC JOB # 40921 -� 100 YEAR-24 HOUR STORM EVENT TIME_ UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult ) TOTAL IN BASIN (cuft) PERC OUT (cuft) TOTAL IN BASIN (cult BASIN DEPTH ft BALANCE IN BASIN cult (acre-ft)' 59 885 0.64 574 11,101 10 11,091 255.43 11,091 0.25 60 900 0.55 494 11,585 10 11,575 255.52 11,575 0.27 61 915 0.46 414 11,989 10 11,980 255.59 11,980 0.28 62 930 0.37 333 12,313 10 12,303 255.65 12,303 0.28 63 945 0.25 224 12,527 10 12,517 255.69 12,517 0.29 64 960 0.25 224 - 12,741 10 12,731 255.72 12,731 0.29 65 975 0.05 47 12,778 10 12,768 255.73 12;768 0.29 66 990 0.05 47 12,815 10 12,805 255.74 12,805 0.29 67 1005 0.04 35 12,840 1.0 12,831 255.74 12,831 0.29 68 1020 0.04 35 12;866 10 12,856 255.75 12,856 0.30 69 1035 0.07 59 12,915 10 12,905 255.76 12,905 0.30 70 1050 0.07 59 12,964 10 12,954 255.76 12,954 0.30 71 1065 0.07 59 13,013 10 13,003 255.77 13,003 0.30 72 1080 0.05 47 13;050 10 13,040 255.78 .13,040 0.30 73 1095 0.05 47 13,087 10 13,077 255.79 13,077 0.30 74 1110 0.05 47 13,125 10 13,115 255.79 13,115 0.30 75. 1125 0.04 35 13,150 10 13,140 255.80 13,140 0.30 76 1140 0.03 24 13,164 10 13,154 255.80 13,154 0.30 77 1155 0:04 35 13,189 10 13,179 255.80 13,179 0.30 78 1170 0.05 47 13,226 10 13,216 255.81 13,216 0.30 79 1185 0.04 35 13,252 10 13,242 255.81 13,242 0.30 80 .-1200 0.03 24 13,265 10 13,255 255.82 13,255 0.30 81 1215 0.04 35 13,291 10 13,281 255.82 13,281 0.30 82 1230 0.04. 35 13,316 10 13,306 255.83 13,306 0.31 83 1245 0.04 35 13,342 10 13,332 255.83 13,332 0.31 84 1260 0.03 24 13,355 10 13,345 255.83 13,345 0.31 85 1275 0.04 35 13,381 10 13,371 255.84 13,371 0.31 86 1290 0.03 24 13,394 10 13,384 255.84 13,384 0.31 87 1305 0.04 35 13,420 10 13,410 255.84 13,410 0.31 88' 1320 0.03 24 13,433 10 13,424 255.85 13,424 0.31 89 1335 0.04 35 13,459 10 13,449 255.85 13,449 0.31 90 1350 0.03 24 13,473 10 13,463 255.85 13,463 0.31 91 1365 0.03 24 13,486 10 13,476 255.86 13,476 0.31 92 1380 0.03 24 13,500 10 13,490 255.86 13,490 0.31 93 1395 0.03 24 13,514 10 13,504 255.86 13,504 0.31 94 1410 0.03 24 13,527 10 13,517 255.86 13,517 0.31 95 1425 0.03 24 13,541 101 13,531 , 255.87 13,531 0.31 96 1 1440 1 0.031 24 13,555 1 101 13,545 255.87 13,545 031 Basin Depth Analysis Page 14 of 14 A B C D 1 2 RCFCD SYNTHETIC UNIT HYDROGRAPH ! DATA IN -P-, U-- f SHEET + - WORKSHEET PREPARED BY: PROJECT NAME Iurban,Ha TKC JOB # CONCENTRATION POINT DESIGNATION AREA DESIGNATION • TRIBUTARY AREAS _ COMMERCIAL ` PAVING /HARDSCAPE SF - 1 ACRE SF - 1/2 ACRE SF - 1/4 ACRE MF - CONDOMINIUMS MF - APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS 'N' VALUE _.. STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24 -HOUR BASIN CHARACTERISTICS: PERCOLATION RATE (in /hr) DRYWELL DATA NUMBER USED PERCOLATION RATE cfs JMBP ' I _ C 3 4 6 bitat 7 40921: 8 9 Retention. Basin 10 Area'B ACRES I - i -A- -R-EA -- , j j - - - - - - - j j 12 14 15 16 17 18 '2.78 19 20 21 22 23 24 25 26 90 %' 27 I 28 700 29 350 30 31 273 32 -263:6 0:0.15 34' 35 100. 36 37 I 2.26 38 39 40 2.73 41 42 3.84 ELEVATION 43 44 46 47 0 50 51 52 54 55 2 56 0.011 RCFCD SYNTHETIC UNIT HYDROGRAPH METH_ OD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY Urban Habitat ' 40921 MBP DATE 3/22/2005 3 -HOUR 6 -HOUR PHYSICAL DATA EFFECTIVE RAIN (in) 1.10 0.95 1 CONCENTRATION POINT FLOOD VOLUME '(cu -ft) (acre -ft) 11,109 0.26 9,551 0.22 ' Retention Basin REQUIRED STORAGE (cu -ft) (acre -ft) (21 AREA DESIGNATION 8,998 0.21 3,172 0.07 PEAK-FLOW (cfs) Area B 3.97 131 AREA - ACRES MAXIMUM WSEL (ft) 2.780 4 L -FEET 700 21 L -MILES 0.133 f6l La -FEET 350.00 [71 La -MILES 0.066 [81 ELEVATION OF HEADWATER 273. 9 ELEVATION OF CONCENTRATION POINT 263.6 10 H -FEET 9.4 11 1 S- FEET /MILE 70.9 [121 S ^0.5 8.42 13 L'LCA/S^0.5 0.001 14 I AVERAGE MANNINGS'N' 0.015 15 LAG TIME -HOURS 0.03 [161 LAG TIME - MINUTES 1.6 [171100% OF LAG- MINUTES " ' 1.6 18 200% OF LAG- MINUTES. _ 3.2 f191 UNIT TIME - MINUTES 100 % -200% OF LAG 5 [241 TOTAL PERCOLATION RATE (cfs) 0.02 RAINFALL DATA [1.1 SOURCE [21 FREQUENCY -YEARS 100, [3) DURATION: 3-'HOURS .6 -HOURS 24 -HOURS [4) POINT RAIN INCHES Plate E -5.2 151 AREA [61 [7] AVERAGE POINT RAIN INCHES 181 POINT RAIN - INCHES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES [12] POINT RAIN INCHES Plate E -5.6 [131 AREA [14] [151 AVERAGE POINT RAIN INCHES 2.26 2.780 1.00 2.26 2.73 2.780 1.00 2.73 3.84 2.780 1.00 3.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 2.78 SUM [7] [161 AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.26 SUM [9] 1 2.78 SUM [11] 2.73 SUM [13] 2.78 SUM [15) 3.84 1.000 1.000 1.000 2.26 2.73 3.84 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.10 0.95 0.47 FLOOD VOLUME '(cu -ft) (acre -ft) 11,109 0.26 9,551 0.22 4,769 0.11 REQUIRED STORAGE (cu -ft) (acre -ft) 10,780 0.25 8,998 0.21 3,172 0.07 PEAK-FLOW (cfs) 5.05 3.97 0.48 MAXIMUM WSEL (ft) Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT Urban Habitat CONCENTRATION POINT: Retention Basin BY MBP DATE 3/22/2005' AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C-11, LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (in /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (inlhr) AREA .AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 0.00 0.000 0.0000 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 '0.0000' A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41 2.78 1.000 0.4070 A MF - .CONDOMINIUMS 32 0.74 .65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 ' A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74 0% 0.74 0.00 0.000 0.0000 A GOLF COURSE 32 0.74 0% 0.74 0.00 0.000 0.0000 D' MOUNTAINOUS 93 0.95 90% .0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000" 0.00 0.000 0.0000 0.00 0.000 0.0000 SUMI 2.78 SUM I' 0.4070 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= • 0.2035 C= 0.00377 , Ft= C(24- (T /60)) ^1.55 = 0.00377 (24- (T /60)) ^1.55 + 0.20 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an- average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE. 3/22/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 2.78 UNIT TIME - MINUTES 5 LAG TIME -'MINUTES 1.59 UNIT TIME - PERCENT OF LAG .314.4 TOTAL ADJUSTED STORM RAIN- INCHES 2.26 CONSTANT LOSS RATE -in /hr 0.41 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in/hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 1.3 0.353 0.41 0.32 0.04 0.10 22.80 2 10 0.17 1.3 0.353 0.41 0.32 0.04 0.10 22.80 3 15 0.25 1.1 0.298 0.41 0.27 0.03 0.08 18.28 4 20 0.33 1.5 0.407 0.41 0.37 0.04 0.11 27.33 5 25 0.42 1.5 0.407 0.41 0.37 0.04 0.11 27.33 6 30 0.50 1.8 0.488 0.41 0.44 0.08 0.23 61.09 7 35 0.58 1.5 0.407 0.41 0.37 0.04 0.11 27.33 8 40 0.67 1.8 0.488 0.41 0.44 0.08 0.23 61.09 9 45 0.75 1.8 0.488 0.41 0.44 0.08 0.23 61.09 10 50 0.83 1.5 0.407 0.41 0.37 0.04 0.11 27.33 ' 11 55 0.92 1.6 0.434 0.41 -0.39 0.03 - 0.07 15.85 12 60 1.00 1.8 0.488 0.41 0.44 0.08 0.23. 61.09 13 65 1.08 2.2 0.597 0.41 0.54 0.19 0.53 151.56 14 70 1.17 2.2 0.597 0.41 0.54 0.19 0.53 151.56 15 75 1.25 2.2 0.597 0.41 0.54 0.19 0.53 151.56 16 80 1.33 2.0 0.542 0.41 0.49 0.14 0.38 106.32 17 85 1.42 2.6 0.705 0.41 0.63 0.30 0.83 242.03 18 90 1.50 2.7 0.732 0.41 0.66 0.33 0.90 264.65 19 95 1.58 2.4 0.651 0.41 0.59 0.24 0.68 196.80 20 100 1.67 2.7 0.732 0.41 0.66 0.33 0.90 264.65 21 105 1.75 3.3 0.895 0.41 0.81 0.49 1.36 400.36 22 110 1.83 3.1 0.841 0.41 0.76 0.43 1.21 355.12 23 115 1.92 2.9 0.786 0.41 0.71 0.38 1.05 309.89 24 120 2.00 3.0 0.814 0.41 0.73 0.41 1.13 332.50 25 125 2.08 3.1 0.841 0.41 0.76 0.43 1.21 355.12 26 130 2.17 4.2 1.139 0.41 1.03 0.73 2.04 603.92 27 135 2.25 5.0 1.356 0.41 1.22 0.95 2.64 784.87 28. 140 2.33 3.5 0.949 0.41 0.85 0.54 1.51 445.59 29 145 2.42 6.8 1.844 0.41 1.66 1.44 4.00 1191.99 30 150 2.50 7.3' 1.980 0.41 1.78 1.57 4.37 1305.08 31 155 2.58 8.2 2.224 0.41 2.00 1.82 5.05 1508.64 32 160 2.67 5.9 1.600 0.41 1.44 1.19 3.32 988.43 33 165 2.75 2.0 '0.542 0.41 0.49 0.14 0.38 106.32 34 170 2.83 1.8 0.488 0.41 0.44 0.08 0.23 61.09 35 175 2.92 1.8 0.488 0.41 0.44 0.08 0.23 61.09 36 180 3.00 0.6 0.163 0.41 0.15 0.02 0.05 6.97 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN,(in) 1.10 FLOOD VOLUME (acft) 0.26 FLOOD VOLUME (cuft) 11108.97 REQUIRED STORAGE (acft) 0.25 REQUIRED STORAGE (cuft) 10779.52 PEAK FLOW RATE (cfs) . 5.05 Plate E -2.2 Page 4 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Urban Habitat - CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/22/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 2.78 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.59 UNIT TIME - PERCENT OF LAG 314.4 TOTAL ADJUSTED STORM RAIN-INCHES 2.73 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfsf 0.02 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr i Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.164 0.41 0.15 0.02 0.05 7.06 2 10 0.17 0.6 0.197 0.41 0.18 0.02 0.05 9.79 3 15 0.25 0.6 0.197 0.41 0.18 0.02 0.05 9.79 4 20 0.33 0.6 0.197 0.41 0.18 0.02 0.05 9.79 5 25 0.42 0.6 0.197 0.41 0.18 0.02 0.05 9.79 6 30 0:50 0.7 0.229 0.41 0.21 0.02 0.06 12.53 7 35 0.58 0.7 0.229 1 0.41 0.21 0.02 0.06 12.53 8 40 0.67 0.7 0.229 0.41 0.21 0.02 0.06 12.53 9 45 0.75 0.7 0.229 0.41 0.21 0.02 0.06 12.53 10 50 0.83 0.7 0.229 0.41. 0.21 0.02 0.06 12.53 11 55 0.92 0.7 0.229 0.41 0.21 0.02 0.06 12.53 12 60 1.00 0.8 0.262 0.41 0.24 0.03 0.07 15.26 13 65 1.08 0.8 0.262 0.41 0.24 0.03 0.07 15.26 14 70 1.17 0.8 0.262 0.41 0.24 0.03 0.07 15.26 15 75 1.25 0.8 0.262 0.41 0.24 0.03 0.07 15.26 16 80 1.33 0.8 0.262 0.41 0.24 0.03 0.07 15.26 17 85 1.42 0.8 0.262 0.41 0.24 0.03 0.07 15.26 18 90 1.50 0.8 0.262 0.41 0.24 0.03 0.07 15.26 19 95 1.58 0.8 0.262 0.41 0.24 0.03 0.07 15.26 20 100 1.67 0.8 0.262 0.41 0.24 0.03 0.07 15.26 21 105 1.75 0.8 0.262 0.41 0.24 0.03 0.07 15.26 22 110 1.83 0.8 0.262 0.41 0.24 0.03 0.07 15.26 23 115 1.92 0.8 0.262 0.41 0.24 0.03 0.07 15.26 24 120 2.00 0.9 0.295 0.41 0.27 0.03 0.08 17.99 25 125 2.08 0.8 0.262 0.41 0.24 0.03 0.07 15.26 26 130 2.17 0.9 0.295 0.41 0.27 0.03 0.08 17.99 27 135 2.25 0.9 0.295 0.41 0.27 0.03 0.08 - 17.99 28 140 2.33 0.9 0.295 0.41 0.27 0.03 0.08 17.99 29 145 2.42 0.9 0.295 0.41 0.27 0.03 0.08 17.99 30 150 2.50 0.9 0.295 0.41 0.27 0.03 0.08 17.99 31 155 2.58 0.9 0.295 0.41 0.27 0.03 0.08 17.99 32 160 2.67 0.9 0.295 0.41 0.27 0.03 0.08 17.99 33 165 2.75 1.0 0.328 0.41 0.29 0.03 0.09 20.72 34 170 2.83 1.0 0.328 0.41 0.29 0.03 0.09 20.72 35 175 2.92 1.0 0.328 0.41 0.29 0.03 0.09 20.72 36 180 3.00 1.0 0.328 0.41 0.29 0.03 0.09 20.72 37 185 3.08 1.0 0.328 0.41 0.29 0.03 0.09 20.72 38 190 _ 3.17 1.1 0.360 0.41 0.32 0.04 0.10 23.45 . 39 195 3.25 1.1 0.360 0.41 0.32 0.04 0.10 23.45 40 200. 3.33 1.1 0.360 0.41 0.32 0.04 0.10 23.45 41 205 3.42 1.2 0.393 0.41 035 0.04 0.11 26.19 42 210 3.50 1.3 0.426 0.41 0.38 0.02 0.05 9.15 ,43 215 3.58 1.4 0.459 0.41 0.41 0.05 0.14 36.47 44 220 3.67 1.4 0.459 0.41 0.41 0.05 0.14 36.47 45 225 3.75 1.5 0.491 0.41 0.44 - 0.08 0.23 63.79 46 230 3.83 1.5 0.491 0.41 0.44 0.08 0.23 63.79 47 235 3.92 1.6 0.524 0.41 0.47 0.12 0.33 91.11 48 240 4.00 1.6 0.524 0.41 0.47 0.12 0.33 91.11 49 245 4.08 1.7 0.557 0.41 0.50 0.15 0.42 118.43 50 250 4.17 1.8 0.590 0.41 0.53 0.18 0.51 145.76 51' 255 4.25 1.9 0.622 0.41 0.56 0.22 0.60 173.08' 52 260 4.33 2.0 0.655 0.41 0.59 0.25 0.69 200.40 53 265 4.42 2.1 0.688 0.41 0.62 0.28 0.78 227.72 54 270 4.50 2.1 0.688 0.41 1 0.62 0.28 0.78 227.72 55 275 4.58 2.2 0.721 0.41 1 0.65 0.31 0.87 255.04 56 280 4.67 2.3 0.753 0.41 0.68 0.35 0.96. 282.36 Plate E -2.2 Page 5 of 14 1 1 1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT.. PROJECT: CONCENTRATION POINT: BY:. MBP' Urban Habitat Retention Basin DATE- FLOOD VOLUME (acft) 0.22 FLOOD VOLUME (cuft) EFFECTIVE RAIN CALCULATION FORM 0.21 'REQUIRED STORAGE (cult) 8997.98 DRAINAGE AREA -ACRES UNIT TIME - MINUTES LAG TIME - MINUTES UNIT TIME- PERCENT OF LAG TOTAL ADJUSTED STORM'RAIN- INCHES CONSTANT LOSS RATE -in /hr LOW LOSS RATE - PERCENT' 2.78 5 1.59 314.4 2.73 0.407 90% TOTAL PERCOLATION RATE (cfs) 0.02 cfs Unit Time Period Time Minutes Hours. Pattern Percent, Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective ' Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.786 .0.41 0.71 0.38 1.05 309.69 58 - 290 4.83 2.4 0.786 0.41 0.71 0.38 1.05 309.69 59- 295 4.92 2.5 0.819 0.41 0.74 0.41 1.15 337.01 60 300 5.00 2.6 0.852 0.41 0.77 0.44 1.24 .364.33 61 305 5.08 3.1 1.016 0.41 0.91 0.61 1.69 500.94 62 310 5.17 3.6 1.179 0.41 1.06 0.77 215. 637.55 63 . 315 5.25 3.9 1.278 0.41 1.15 0.87 2.42 719.51 64 320 '5.33 4.2 1.376 0.41 1.24 0.97 2.69 801.48 65 325 5.42 4.7 1.540 0.41 1.39 1.13 3.15 938.09 66 330 5.50 5.6 1.835 0.41' 1.65 1.43 3.97 1183.99 a 67. 335 5.58 1.9 0:622 0.41 0.56 0.22 0.60 173.08 68 340 5.67 0.9 0,295 0.41 0.27 0.03 0.08 17.99 69 345 5.75 0.6 0.197 0.41 0.18 0.02 0.05 9.79 70 350 5.83 0.5 0.164 0.41 0.15 0.02 0.05 7.06 71 355 5.92 0.3 0.098 0.41 0.09 0.01 0.03 1.60 72 360 6.00 0.2 0.066 0.41 0.06 0.01 0.02 0.00. EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in)' . 0.95 . FLOOD VOLUME (acft) 0.22 FLOOD VOLUME (cuft) 9551.02 REQUIRED STORAGE (acft) 0.21 'REQUIRED STORAGE (cult) 8997.98 PEAK FLOW RATE (cfs) 3.97 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin - BY: MBP . DATE: 3/22/2005 EFFECTIVE RAIN CALCULATION FORM, DRAINAGE AREA -ACRES 2.780 UNIT- TIME - MINUTES 15 LAG TIME - MINUTES 1.59 UNIT TIME-PERCENT-OF LAG 943.2 TOTAL ADJUSTED STORM RAIN- INCHES 3.84 '' CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 LOW LOSS RATE - DECIMAL 0.90 C ; 0.00377 t PERCOLATION RATE cfs 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective "Rain in /hr Flood Hydrograph Flow cfs Required Storage . cf 1 .15 0.25 0.2 0.031 0.719 0.028 0.003 0.01 0.00 2 30, 0.50 0.3 0.046 0.710 0.041 0.005 0.01 0.00 3 45' 0.75 0.3 0.046 0.702 0.041 0.005 0.01 0.00 .4 60 1.00 0.4 0.061 0.694 0.055 0.006 0.02 0.00 5 75 1.25 0.3 0.046 0.686 0.041 0.005 0.01 0.00 .6 90 1.50 0.3 0.046 0.678 0.041 0.005 0.01 0.00 7 105 1.75 0.3 0.046 0.669 0.041 .0.005 0.01 0.00 8 120 2.00 0.4 0.061 0.661 0.055 0.006 0.02 0.00 9 135 2.25 0.4 0.061 0.653 0.055 0.006 0.02 0.00 10 150 2.50. 0.4 0.061 0.645 0.055 0.006 0.02 0.00 11 165 2.75 0.5 0.077- 0.638 0.069 J 0.008 0.02 0.00 12 180 3.00 0.5 0.077 0.630 0.069 0.008 0.02 0.00 13 195 3.25 0.5 0.077 0.622 0.069 0.008 0.02 0.00 14 210 3.50 0.5 ' 0.077 0.614 0.069 0.008 0.02 0.00 15 225 3.75 0.5 0.077 ' 0.606 0.069 0.008 0.02 0.00 16 240 4.00 0.6 0.092 0.599 0.083 0.009 0.03 3.26 17 255 4.25 0.6 0.092 0.591 0.083 0.009 0.03 -3.26 18 270 4.50 0.7 0.108 0.584 0.097 0.011 0.03 7.10 19 285 4.75 0.7 0.108 0.576 0.097 0.011 0.03. 7.10 20 300 5.00 0.8 0.123 0.569 0.111 0.012 0.03 10.94 21 315 5.25 0.6 0.092 0.561 0.083 0.009 0.03 3.26 22 330 5.50 0.7 0.108 0.554 0.097 0.011 0.03 7.10 23 345 5.75 0.8 0.123 0.547- 0.111 - 0.012 0.03 10.94 24 360 6:00 0.8 0.123 0.540 0.111 0.012- 0.03 10.94 25 375 6.25 0.9 0.138 0.532 0.124 0.014 0.04 14.79 26 390 6.50 0.9 0.138 0.525 0124 0.014 0.04 14.79 27 405 6.75 1.0 0.154 0.518 0.138. 0.015 0.04 18.63 28 420. 7.00 1.0 0.154 0.511 0.138 0.015 0.04 18.63 29 435 7.25 1.0 0.154 0.504 0.138 0.015 0.04 18.63 30 450 7.50 1.1' 0.169' 0.498 0.152 0.017 0.05 22.47 31 465 7.75 1.2 0.184 0.491 0.166 0.018 0.05 , 26.32 32 480 8.00 1.3 0.200 0.484 0.180 0.020 0.06 30.16 33 495 8.25 1.5 0.230 0.477 0.207 0.023 0.06 37.85 34 510 8.50 1.5 0.230 0.471 0.207 0.023 0.06 37.85 35 525 8.75 1.6 0.246. 0.464 0.221 0.025 0.07 41.69 36 540 9.00 1.7 0.261 0.457 0.235 0.026 0.07 45.53 37 555 9.25 1.9 0.292 0.451 0.263 0.029 0.08 53.22 38 570 9.50 2.0 0.307 0.445 0.276 0.031 0.09 57,06 39 585 9.75 2.1 0.323 0.438 0.290. 0.032 0.09 60.90 40 600 10.00 2.2 0.338 0.432' 0.304 0.034 -0.09 64.75 41 615 10.25 1.5 0.230 0.426 0.207 • 0.023 0:06 37.85 42 630 10.50 1.5 0.230 0.419 0.207 0.023 0.06. 37.85 43 645 10.75 2.0 0.307 0.413 0.276 0.031 0.09 57.06 44 660 11.00 2.0 0.307 0.407 0.276 0.031 0.09 57.06 45 675 11.25 1.9 0.292 0.401 0.263 0.029 _ 0.08 53.22 46 690 11.50 •1.9 0.292 0.395 0.263 • ' 0.029 0.08 53.22 47 705 11.75 1.7 0.261 0.390 0.235 0.026 0.07 45.53 48 720 12.00 1.8 _ 0.276 0.384 0.249 0.028 0.08 49.38 49 735. 12.25 2.5 0.384 0.378 0.346 0.006 0.02 0.00 50 750 12.50 2.6 0.399 0.372 0.359 0.027 0.08 47.75 51 765 12.75 2.8 0.430 0.367 0.387 0.063 0,18 138.61 52 780 13.00 2.9 0.445 0.361 0.401 0.084 0,23 190.87 53 795 13:25 3.4 0.522 0.356 0.470 0.166 0.46 396.69 54 810, 13.50 3.4 0.522 0.350 0.470 0.172 0.48 410.18 55 825 13.75 2.3 0.353. 0.345 0.318 ' 0.008 0.02 0.76 56 840 ' 14.00. 2.3 0.353 0.340 0.318 0.013 0.04 13.90 57 855 14.25 2.7 0.415. 0.335 0.373 _ 0.080 0.22 180.58 58 870 14.50 2.6 0.399 0.330 0.359 0.070 0.19 1 154.94 59 885 14.75 2.6 0.399 0.324 0.359 0.075 0.21 167.54 60 900 15.00 2.5 0.384 0.320 0.346 0.064 0.18 141.53 61 915 15.25 2.4 0.369 0.315 0.332 0.054 1 0.15 115.33 Plate E -2.2 Page 7 of 14 b Plate E -2.2 Page 7 of 14 t RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD -100 YEAR - 24 HOUR STORM EVENT. ' PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/2212005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES - 2.780 UNIT TIME - MINUTES 15 LAG'TIME - MINUTES 1.59 UNIT TIME- PERCENT OF LAG 943.2 TOTAL ADJUSTED STORM RAIN- INCHES 3.84 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) in /hr 0:4070 • MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 LOW LOSS R_ ATE - DECIMAL 0.90 . C 0.00377 PERCOLATION RATE cfs - 0.02 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr J Loss Rate in /hr Max Low Effective- Rain in /hr Flood Hydrograph Flow cfs Required Storage - cf 62 930 15.50 2.3 0.353 0.310 0.318 0.043 0.12 88.95 63 945 15.75 1.9 0.292 0.305 0.263 0.029 0.08 53.22 64 - 960 16.00 1.9 0.292 0.300 0.263 0.029 0.08 53.22 65 975 16.25 0.4 0.061 0.296 0.055 0.006 0.02'- 0.00 66 990 16.50 0.4 0.061 0.291 0.055 0.006 0.02. 0.00 67 1005 16.75 0.3 0.046 0.287 0.041 0.005 0.01 0.00 68 1020 17.00 0.3 0.046 0.283 0.041 0.005 0.01 0.00 69 1035 17.25 0.5 0.077 0.278 0.069 0.008 0.02 0.00 70 1050 17.50 0.5 0.077 0.274 - 0.069 0.008 0.02 0.00 71 1065 • 17.75 0.5 0.077, 0.270 0.069 0.008 0.02 - 0.00 72 1080 18.00 0.4 0.061 0.266 0.055 1 0.006 0.02 0.00 73 1095 18.25 0.4 0.061 0.262 0.055 -0.006 0.02 0.00 74 1110 18.50 1 .0.4 0.061 0.258 0.055 0.006 0.02 0:00 75 1125 18.75 .0.3 0.046 0.255 0.041 0.005 0.01 0.00 76 1140 19.00 0.2 0.031 0.251 0.028 0.003 0.01 0.00 77 1155 19.25 0.3 0.046 0.247 0.041 0.005 0.01 0.00 78 1170 19.50 0.4 0.061 0.244 0.055 0.006 0.02 0.00 79.- 1185 19.75 0.3 0.046 0.241 0.041 0.005 0.01 0.00 80 1200 20.00 0.2 0.031 0.237 0.028 0.003 -0.01 0.00 81 1215 20.25 0.3 0.046 ' 0.234 0.041 0.005 0.01 0.00 82 1230 20.50 0.3 0.046 0.231 0.041 0.005 0.01 0.00 83. 1245 20.75 0.3 0.046 0.228 0.041 0.005 0.01 0.00 84 1260 21.00 0.2 0.031 0.226 0.028 0.003 0.01 0.00 85 ' 1275 21.25 0.3 0.046 0.223 0.041 0.005 0.01 0.00 86 1290 21.50 0.2 0.031 0.220 0.028 0.003 0.01 0.00 87 1305 21.75 0.3 0.046 0.218 0.041 0.005 0.01 0.00 88 1320 22.00 0.2 0.031 0.216 0.028 0.003 0.01 0.00 89 1335 22.25 0.3 0.046 0.213 0.041 0.005 0.01 0.00 90 1350 22.50 0.2 0.031 0.211 0.028 0.003 0.01 0.00 91 - 1365 22.75 0.2 0.031 0.210 0.028 0.003 0.01 0.00 92 1380 23.00 0.2 0.031 0.208 0.028 0.003 0.01 0.00 93 1395 23.25 0.2 0.031 0.207 0.028 0.003 0.01 0.00 94 1410 23.50 0.2 0.031 0.205 0.028 0.003 0.01 0.00 95 1425 23.75 0.2 0.031 0.204 0.028 0.003 0.01 0.00 96 1440 24.00 . 0.2 0.031 0.204 0.028 0.003 0:01 0.00 EFFECTIVE RAIN &'FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.47 FLOOD VOLUME (5cft). 0.11 FLOOD VOLUME (cult) 4769.03 REQUIRED STORAGE (acft) 0.07 . REQUIRED STORAGE (cuft) 3172.41 PEAK FLOW • cfs 0.48 A B C D 1 I RCFCD SYNTHETIC UNIT HYDROGRAPH _ - _ - .. _ DATA INPUT SHEET i WORKSHEET PREPARED -BY: PROJECT NAME TKC JOB # _- I CONCENTR/TION POINT DESIGNATION _ AREA DESIGNATION lArea TRIBUTARY AREAS COMMERCIAL PAVING /HARDSCAPE SF - 1 ACRE SF - 1/2-A RE SF : 1/4 ACRE MF - CONDOMINIUMS MF- APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) - - LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) _. a ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT _ - _I AVERAGE MANNINGS'N' VALUE STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24 -HOUR - BASIN CHARACTERISTICS: PERCOLATION RATE (in /hr) DRYWELL DATA NUMBER USED PERCOLATION RATE cfs _ T I MBP ! .- _ -. - - -- 2 3 4 6 7 Urban:Habitat. 40921. I _. _._._.., ... _.. ------- ----- — - - -- 8 9 Retention.,Basin; 10 A - 200'YR-STORM EVENT I, � _ AREA - i v j _ - _ -- -- - j - - - - - - - - I I _ 12 ACRES 13 14 15 16 17 18 8.52 19 20 21 22 23 24 25 26 90% 27 + 28 660 29 140 30 3T 32 266 260 33 .34 200 36 2.7 3.18 . 4.5 38 39 40 41 4y- ELEVATION 43 44 254 4303.38 45 255: 5171.46 46 256 .. - 6113.2 47 257 7129.58 48 258 8220.27 49 259. 9388:13 50 260, . .29143.54, 51 ' 0 ' I.. 52 53 I 54 55 1 56 0.011 t RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM. TKC JOB # SHORTCUT METHOD BY Urban Habitat 40921 MBP DATE 3/24/2005 3 -HOUR - PHYSICAL DATA EFFECTIVE RAIN,' (in) 1.51 1.24 1 CONCENTRATION POINT FLOOD VOLUME (cu -ft) (acre -ft) 46,562 1.07 38,379 0.88 Retention Basin REQUIRED STORAGE (cu -ft) '(acre -ft) [21 AREA DESIGNATION 37,824 0.87 22,442 0.52 Area A - 200 YR STORM EVENT 19.17 3 AREA - ACRES 2.23 MAXIMUM WSEL (ft) 259.651 . 8.520 , 257.71 4 L -FEET. 660 5 L -MILES 0.125 [61 La -FEET 140.00 [71 La -MILES 0.027 [81 ELEVATION OF HEADWATER 266 ' [91 ELEVATION OF CONCENTRATION POINT 260 10 H -FEET "' 6 t 11 S -FEET /MILE 48.0, f121 S ^0.5 6.93 13 L- LCA/S ^0.5 0.000 1141 AVERAGE MANNINGS W 0.015 [151 LAG TIME -HOURS 0.02 [161 LAG TIME- MINUTES 1.2. (171100% OF LAG- MINUTES 1.2 [181200% OF LAG- MINUTES 2.4. f191 UNIT TIME- MINUTES 100% -200% OF LAG) 5 [24] TOTAL PERCOLATION RATE (cfs) " 0.01 RAINFALL DATA [1] SOURCE 121 FREQUENCY -YEARS 200 [3) DURATION: 3- HOURS 6 -HOURS 24 -HOURS [4] POINT RAIN INCHES, Plate E -5.2 [51 AREA [61 [7] AVERAGE POINT RAIN INCHES [81 POINT RAIN INCHES Plate E -5.4 191 AREA [101 [11] AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E -5.6 [13] AREA (14] ' [151 AVERAGE POINT RAIN INCHES 2.70 8.520 1.00 2.70 3.18 8.520 1.00 3.181 4.50 8.520 1.00 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 SUM [5] 1 8.52 SUM [71 1161 AREA ADJ FACTOR [171 ADJ AVG POINT RAIN 2.70 SUM [91 8.52 SUM (11]' 3.18 SUM [131 8.52 SUM [151 4.50 1.000 1.000 1.000 2.70 3.18 4.50 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN,' (in) 1.51 1.24 0.76 FLOOD VOLUME (cu -ft) (acre -ft) 46,562 1.07 38,379 0.88 23,588 0.54 REQUIRED STORAGE (cu -ft) '(acre -ft) 46,059 1.06 37,824 0.87 22,442 0.52 PEAK FLOW (cfs) . 19.17 14.74 2.23 MAXIMUM WSEL (ft) 259.651 259.231 257.71 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT Urban Habitat CONCENTRATION POINT: Retention Basin BY MBP DATE 3/24/2005 AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.1 PERVIOUS AREA INFILTRATION RATE (iri /hr) Plate E -6.2 DECIMAL PERCENT OF AREA IMPERVIOUS Plate E -6.3 ADJUSTED INFILTRATION RATE (in /hr) AREA AVERAGE ADJUSTED INFILTRATION RATE (in /hr) A COMMERCIAL 32 0.74 90% 0.14 0.00 0.000 0.0000 A PAVING /HARDSCAPE 32 0.74 100% 0.07 0.00 0.000 0.0000 A SF - 1 ACRE 32 0.74 20% 0.61 0.00 0.000: 0.0000 A SF - 1/2 ACRE 32 0.74 40% 0.47 • 0.00 0.000 0.0000 A SF - 1/4 ACRE 32 0.74 50% 0.41. 8.52 1.000 0.4070. ' A MF - CONDOMINIUMS 32 0.74 .65% 0.31 0.00 0.000 0.0000 A MF - APARTMENTS 32 0.74 80% 0.21 0.00 0.000 0.0000 A MOBILE HOME PARKS 32 0.74 75% 0.24 0.00 0.000 0.0000 A LANDSCAPING 32 0.74 - 0% 0.74 0.00 0.000 0.0000 A RETENTION BASINS 32 0.74. 0% 0.74 0.00 0.000 0.0000 _ A GOLF COURSE 32 - 0.74 0% 0.74 0.00 0.000 . 0.0000 D MOUNTAINOUS 93 0.95 90% 0.18 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 .0.0000 0.00 0•.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 0.0000 0.00 0.000 • 0.0000 0.00 0.000 0.0000 SUMI 8.52 SUMI 0.4070 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.2035 - C= 0.00377 , Ft= C(24- (T /60)) ^1.55 = 0.00377 (24- (T /60)) ^1.55 + 0.210, in /hr, LOW LOSS RATE (80 -90 PERCENT) _ 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. -Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 200 YEAR - 3 HOUR STORM EVENT PROJECT: ' Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE 3/24/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.52 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN- INCHES 2.70 CONSTANT LOSS RATE -in /hr . 0.41 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain - in /hr Flood Hydrograph Flow cfs Required •Storage cf 1 5 0.08 1.3 0.421 0.41 0.38 0.01 0.12 - 33.00 2 10 0.17 1.3 0.421 0.41 0.38 0.01- 0.12 - 33.00 3 15' 0.25 1.1 0.356 0.41 0.32 0.04 0.30 87.80 4 20 0.33 1.5 0.486 0.41 0.44 0.08 0.67 198.62 5 25 0.42 1.5 0.486 0.41 0.44 0.08 0.67 198.62 6 30 0.50 1.8 0.583 0.41 0.52 0.18 1.50 447.07 7 35 0.58 1.5 0.486 0.41 0.44 0.08 0.67 198.62 8 40 0.67 1.8 0.583 0.41 0.52 0.18 1.50 447.07 9 45 0.75 1.8 0.583 0.41 0.52 0.18 1.50 447.07 10 50 0.83 1.5 0.486 0.41 0.44 0.08 0.67 198.62 11 55 0.92 1.6 0.518 0.41 0.47 0.11 0.95 281.44 12 60 1.00 1.8 0.583 0.41 0.52 0.18 1.50 .447.07 13 65 1.08 2.2 0.713 1 0.41 0.64 0.31 2.61 778.32 14 70 1.17 2.2 0.713 1 0.41 0.64 0.31 2.61 778.32 15 75 1.25 2.2 0.713 1 0.41 0.64 0.31 2.61 778.32 - 16 80 1.33 2.0 0.648 1 0.41 0.58 0.24 2.05 612.70 17 85 1.42 2.6 0.842 0.41 0.76 0.44 3.71 1109.58 18 90 1.50 2.7 0.875 0.41 0.79 0.47 3.99 1192.40 19 95 1.58 2.4 0.778 0.41 0.70 0.37 3.16 943.95 , 20 100 1.67 2.7 0.875 0.41 0.79 0.47 3.99 1192.40 21 105 1.75 3.3 1.069 0.41 0.96 0.66 5.64 1689.28 22 110 1.83 3.1 1.004 0.41 0.90 0.60 5.09 1523.65 23 115 1.92 2.9 0.940 0.41 0.85 0.53 1 4.54. 1358.03 24 120 2.00 3.0 0.972 0.41 0.87 0.57. 4.81 1440.84 25 125 2.08 3.1 1.004 0.41 0.90 0.60 5.09 1523.65 26 130 2.17 4.2 1.361 0.41 1.22 0.95 8.13 2434.61 27 135 2.25 . - 5.0 1.620 0.41 1.46 1.21 10.33 3097.13 28 140 2.33 3.5 1.134 0.41 1.02 0.73 6.19 1854.91 29 145 2.42- 6.8 2.203 0.41 1.98 1.80 15.30 4587.79 30 150 2.50 7.3 2.365 0.41 2.13 1.96 16.68 5001.86 31 155 2.58 8.2 2.657 0.41. 2.39 2.25 19.17 5747.19 32 160 2.67 5.9 1.912 0.41 1.72 1.50 12.82 3842.46 33 165 2.75 2.0 0.648 0.41 0.58 0.24 2.05 612.70 34 170 2.83 1.8 0.583 0.41 0.52 0.18 1.50 447.07 35 175 2.92 1.8 0.583 0.41 0.52 0.18 1.50 447.07 36 180 3.00 0.6 0.194 0.41 1 0.17 0.02 0.17 1 46.39 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.51 FLOOD VOLUME (acft) 1.07 FLOOD VOLUME (cuff) .46562.41 REQUIRED STORAGE (acft) 1.06 REQUIRED STORAGE (cuft) 46058.61 PEAK FLOW RATE (cfs) 19.17 t Plate E -2.2 Page 4 of 14 r RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 200 YEAR - 6 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/24/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.52 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 1:18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN- INCHES 3.18 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 5 0.08 0.5 0.191 0.41 0.17 0.02 0.16 45.47 2 10 0.17 0.6 0.229 0.41 0.21 0.02 0.20 55.22 3 15 0.25 0.6 0.229 0.41 0.21 0.02 0.20 55.22 4 20 0.33 0.6 0.229 0.41 0.21 0.02 0.20 55.22 5 25 0.42 0.6 0.229 0.41 0.21 0.02 0.20 55.22 6 30 0.50 0.7 0.267 0.41 0.24 0.03 0.23 64.98 7 35 0.58 0.7 0.267 0.41 0.24 0.03 0.23 64.98 8 40 ' 0.67 0.7 0.267 0.41 0.24 0.03 0.23 64.98 9 45 0.75 0.7 0.267 0.41 0.24 0.03 0.23 •64.98 10 50 0.83 0.7 0.267 0.41 0.24 0.03 0.23 64.98 11 55 0.92 0.7 0.267 0.41 0.24 0.03 0.23 64.98 12 60 1.00 0.8 0.305 0.41 0.27 0.03 0.26 74.73 13 65 1.08 0.8 0.305 0.41 0.27 0.03 0.26 74.73 14 70 1.17 0.8 0.305 0.41 0.27 0.03 0.26 74.73 15 75 1.25 0.8 0.305 0.41 0.27 0.03 0.26 74.73 16 80 1.33 0.8 0.305 0.41 0.27 0.03 026 74.73 17 85 1.42 0.8 0.305 0.41 0.27 0.03 0.26 74.73 18 90 1.50 0.8 0.305 0.41 0.27 0.03 0.26 74.73 19 95 1.58 0.8 0.305 0.41 0.27 0.03 0.26 74.73 20 100 1.67 0.8 0.305 0.41 0.27 0.03 0.26 74.73 21 105 1.75 0.8 0.305 0.41 0.27 0.03 0.26 74.73 22 110 1.83 0.8 0.305 0.41 0.27 0.03 0.26 74.73 23 115 1.92 0.8 0.305 0.41 0.27 0.03 0.26 74.73 24 120 2.00 0.9 0.343 0.41 0.31 0.03 0.29 84.48 25 125 2.08 0.8 0.305 0.41 0.27 .0.03 0.26 74.73 26 130 2.17 0.9 0.343 0.41 0.31 0.03 0.29 84.48 27 135 2.25 0.9 0.343 0.41 0.31 0.03 0.29 84.48 28 140 2.33 0.9 0.343 041 0.31 0.03 0.29 84.48 29 145 2.42 0.9 0.343 0.41 .0.31 0.03 0.29 84.48 30 150 2.50 0.9 0.343 0.41 0.31 0.03 0.29 84.48 31 155 2.58 0.9 0.343 0.41 0.31 0.03 0.29 84.48 32 160 2.67 0.9 0.343 0.41 0.31 0.03 0.29 84.48 33 165 2.75 1.0 0.382 0.41 0.34 0.04 0.33 94.24 34 170 2.83 1.0 0.382 0.41 0.34 0.04 0.33 94.24 35 175. 2.92 1.0 0.382 0.41 0.34 0.04 0.33 94.24 36 180 3.00 1.0 0.382 0.41 0.34 0.04 0.33 94.24 37 185 3.08 1.0 0.382 0.41 0.34 0.04 0.33 94.24 38 190 3.17 1.1 0.420 0.41 0.38 0.01 0.11 29.31 39 195 3.25 1.1 0.420 0.41 0.38 0.01 0.11 29.31 40 200 3.33 1.1 0.420 0.41 0.38 0.01 0.11 29.31 41 205 3.42 1.2 0.458 0.41 0.41 0.05 0.43 126.85 42 210 3.50 1.3 0.496 0.41 0.45 0.09 0.76 224.39 43 215 3.58 1.4 0.534 0.41 - 0.48 0.13 1.08 321.93 - 44 220' 3.67 1.4 0.534 0.41 0.48 0.13 1.08 321.93 45 225 3.75 1.5 0.572 0.41 0.52 0.17 1.41 419.46 46 230 3.83 1.5 0.572 0.41 0.52 0.17 1.41 419.46 47 235 3.92 1.6 0.611 0.41 0.55 0.20 1.73 517.00 48 240 4.00 1.6 0.611 0.41 0.55 0.20 1.73 517.00 49 245 4.08 1.7 0.649 0.41 0.58 0.24 2.06 614.54 50 250 4.17 1.8 0.687 0.41 0.62 0.28 2.38 712.07 51 255 4.25 1.9 0.725 0.41 0.65 0.32 2.71 809.61 52 260 4.33 2.0 0.763 0.41 0.69 0.36 3.03 907.15 53 265 4.42 2.1 0.801 0.41 0.72 0.39 3.36 1004.66 54 270 4.50 2.1 0.801 0.41 0.72 0.39 3.36 1004.68 55 275 4.58 2.2 0.840 0.41 0.76 0.43 3.69 1102.22 56 280 4.67 2.3 0.878 0.41 0.79 0.47 4.01 1199.76 Plate E -2.2 Page 5 of 14 1 1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 200 YEAR - 6 HOUR STORM EVENT PROJECT: Urban Habitat CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/24/2005 EFFECTIVE RAIN CALCULATION FORM t DRAINAGE AREA -ACRES 8.52 UNIT'TIME- MINUTES 5 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 422.9 TOTAL ADJUSTED STORM RAIN- INCHES 3.18 ' CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS:RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.01 cfs Unit Time Period Time • Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 57 285 4.75 2.4 0.916 0:41 0.82 0.51 4.34 1297.30 58 290 '4.83 2.4 0.916 0.41 0.82 0.51 4.34 1297.30 59 295 4.92 2.5 0.954 0.41 0.86 0.55 4.66 1394.83 60 300 5.00 2.6 0.992 0.41 0.89 0.59 4.99 1492.37 61 305 5.08 3.1 1.183 0.41 1.06 0.78. 6.61 1980.05 62 310 5.17 3.6 1.374 0.41 1.24 0.97 8.24 2467.74 63 315 5.25 3.9 1.488 0.41 1.34 1.08 9.21 2760.35 64 320 5.33 4.2 1.603 0.41 1.44 1.20 10.19 3052.96 65 325 5.42 4.7 .1.794 0.41 1.61 1.39 11.81 3540.65 66 330 5.50 5.6 2.137 0.41 1.92 1.73 14.74 4418.48 67 335 5.58 1.9 0.725 0.41 0.65 0.32 2.71 809.61 68 340 5.67 0.9 0.343 0.41 0.31 0.03 0.29 84.48 69 345 5.75 0.6 0.229 0.41 •0.21 0.02 0.20 55.22 70 '350 5.83 0.5 0.191 0.41 0.17 0.02 0.16 45.47 71 355 5.92 0.3 0.114 0.41 0.10 0.01 0.10 25.96 72 ` 360 6.00 0.2 0.076 0.41, 0.07 0.01 0.07 16.21 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.24 FLOOD VOLUME (acft) ' 0.88 FLOOD VOLUME (cult) 38379.32 REQUIRED STORAGE (acft) 0.87 REQUIRED STORAGE (cuff) 37824.39 PEAK FLOW RATE (cfs) 14.74 1 t RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Urban Habitat 200 YEAR- 24 HOUR STORM EVENT - CONCENTRATION POINT:' Retention Basin BY: MBP DATE: 3/24/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.520 CONSTANT LOSS RATE -in /hr n/a UNIT TIME - MINUTES 15 VARIABLE LOSS RATE (AVG) in /hr 0.4070 LAG'TIME - MINUTES 1.18 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 UNIT TIME - PERCENT OF LAG 1268.6 LOW LOSS RATE - DECIMAL 0.90 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 C 0.00377 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours Pattern Percent' Plate E -5.9 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Urban Habitat 200 YEAR- 24 HOUR STORM EVENT - CONCENTRATION POINT:' Retention Basin BY: MBP DATE: 3/24/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.520 CONSTANT LOSS RATE -in /hr n/a UNIT TIME - MINUTES 15 VARIABLE LOSS RATE (AVG) in /hr 0.4070 LAG'TIME - MINUTES 1.18 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 UNIT TIME - PERCENT OF LAG 1268.6 LOW LOSS RATE - DECIMAL 0.90 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 C 0.00377 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours Pattern Percent' Plate E -5.9 Storm Rain in /hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph , Flow cfs Required Storage cf ' 1 15 0.25 0.2 0.036 0.719 0.032 0.004. 0.03 17.70 2 30 0.50 0.3 0.054 0.710 0.049 0.005 0.05 31.51 - 3 45 0.75 0.3 0.054 0.702 0.049 0.005 0.05 31.51 4 60 1.00 0.4 0.072 0.694 0.065 0.007 0.06 45.31 5 75 •. 1.25 0.3 0.054. 0.686 0.049 ' 0.005 0.05 31.51 6 90 .1.50 0.3 0.054 0.678 0.049 0.005. 0.05 31.51 7 . 105 1.75 0.3 0.054 0.669 0.049 0.005 0.05 31.51 8 ' 120 2.00 0.4 0.072 0.661 - 0.065 0.007 0.06 45.31 9 135 2.25 0.4 0.072 0.653 0.065 0.007 0.06 ' '45-31 ' 10 150 2.50 0.4 -0.072 0.645 0.065 0.007 0.06 45.31 11 165 2.75 0.5 0.090 0.638 0.081 0.009 0.08 59.11 12 180 3.00 0.5 - ' 0.090 0.630 0.081 0.009 0.08. 59.11 ' 13 195 3.25 0.5 0.090 0.622 0.081 0.009 0.08 59.11 14 210 3.50 0.5 0.090 0.614 0.081 0.009 0.08 59.11 15 225 3.75- 0.5 0.090 0.606 0.081 0.009 0.08 59.11 16 240 4.00 0.6 0.108 0.599 0.097 0.011 0.09 72.91 17 255 4.25 - 0.6 0.108 0.591 0.097 0.011 0.09 72.91 18 270 4.50 0.7 0.126 0.584 0.113 0.013 0.11 86.72 19 285 4.75 0.7 0.126 0.576 0.113 0.013 0.11 86.72 20 300 5.00 0.8 0.144 0.569 0.130 0.014 .0.12 100.52 21 315 5.25 • 0.6 0.108 0.561 6.097 0.011 0.09 72.91 22 330 5.50 0.7 0.126 0.554 ' 0.113 0.013 0.11 86.72 23 345 5.75 0.8 0.144 0.547 0.130 0.014 0.12 100.52 ' 24 360 6.00 0.8 0.144 0.540 0.130 0.014 0.12 100.52 25 375 6.25 0.9 0.162 0.532 0.146 0.016- 0.14 114.32 26 390 6.50 0.9 0.162 0.525 0.146 • 0.016 0.14 114.32 27 405 6.75 1.0 0.180 0.518 0.162 0.018 0.15 128.12 28 420 7.00 1.0 • 0.180 .0.511 0.162 0.018 0.15 128.12 . 29 435 -7.25 1.0 0.180 0.504 0.162 0.018 0.15 128.12 30 450 7.50 1.1 0.198 0.498 0.178 0.020 0.17 141.93 31 465 7.75 1.2 0.216 0.491 0.194 0.022 0.18 155.73 32 480 8.00 1.3 -0.234 0.484 0.211 0.023 0.20 169.53 33 495 8.25 1.5 0.270 0.477 - 0.243 0.027 0.23 197.14 34 510 8.50 1.5 0.270 0.471 0.243 0.027 0.23 197.14 35 525 8.75 1.6 0.288 0.464 0.259 0.029 0.25 210.94 36 540 9.00 1.7- 0.306 0.457 0.275 0.031 0.26 224.74 37 555 9.25 1.9 0.342 0.451 0.308 0.034 0.29 252.35 38 •570 9.50 2.0 0.360 0.445 0.324 - 0.036 0.31 266.15 39 585, 9.75 2.1 0.378 0.438 0.340 0.038 0.32 279.95 - 40 600- 10.00 2.2 0.396 ' 0.432 0.356 0.040 0.34 293.75 41 615 10.25 1.5 0.270 0.426. 0.243 0.027 0.23 197.14 42 630 10.50 1.5 0.270 0.419 0.243 .0.027. 0.23 197.14 43 645 10.75 2.0- 0.360 0.413 0.324 0.036 0.31 266.15 44 660 11.00 2.0 0.360 0.407 0.324 0.036 0.31 266.15 45 675 11.25 1.9 0.342 0.401 0.308 0.034 0.29 252.35 46 690 11.50 1.9 0.342 0.395 0.308 0.034 0.29 252.35 ' 47 ' 705 11.75 1.7 0.306 0.390 - 0.275 0.031 0.26 224.74 48 720 12.00. 1.8 0.324 0.384 0.292 0.032 0.28 238.54 49 735 12.25 2.5 0.450 0.378 0.405 0.072 0.61 542.02 50 750 12.50 2.6 0.468 • 0.372 0:421 0.096 0.81 723.46 51 - 765 12.75 2.8 0.504 0.367 0.454 0.137 1.17 1042.41 52 780 13.00 2.9 0.522 0.361 0.470 0.161 1.37 1222.82 53 795 13.25 3.4 0.612 0.356 0.551 0.256 2.18 1954.81 54 810 13.50 3.4 0.612 0.350 0.551 0.262 2:23 1996.16 55 825 13.75 2.3 0.414 0.345 0.373 0.069 0.59 518.70 56 840 14.00 2.3 0.414 0.340 0.373 0.074• 0.63 558.98 57 855 14.25 2.7 0.486 0.335 0.437 0.151 1.29 1150.80 58 870 14.50 2.6 0.468 0'.330 0.421 0.138 1.18 1051.96 59 885 14.75' 2.6 0.468 • 0.324 0.421 0.144 1.22 1090.58 60 900 15.00 2.5 0.450 0.320 0.405 0.130 1.11 990.62 61 915 15.25 2.4 0.432 0.315 0.389 0.117 1 1.00- L 890.09 Plate E -2.2 ' Page 7 of 14 t Plate E -2.2 ' Page 7 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 200 YEAR - 24 HOUR STORM EVENT ' PROJECT: Urban Habitat '- CONCENTRATION POINT: Retention Basin BY: MBP DATE: 3/24/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 8.520 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 1.18 UNIT TIME - PERCENT OF LAG 1268.6 TOTAL ADJUSTED STORM RAIWINCHES 4.50 CONSTANT LOSS RATE -in /hr nla VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - in /hr 0.204 LOW LOSS RATE - DECIMAL - 0.90 C 0.00377 PERCOLATION RATE cfs 0.01 Unit Time Period Time Minutes Hours Pattern Percent Plate E -5.9 Storm Rain in /hr Loss Rate. in /hr Max Low Effective_ Rain in /hr Flood Hydrograph_ Flow cfs Required Storage cf 62 930 15.50 2.3 0.414 0.310 0.373 0.104 0.89 788.99 63 945 15.75 1.9 0.342 0.305 0.308 0.037 031 273.22 64 960 16.00 1.9 0.342 0.300 0.308 0.042 0,35 308.96 65 975 16.25 0.4 0.072 0.296 0.065 0.007 0.06 45.31 66 990 16.50 0.4 0.072 0.291 0.065 0.007 0.06 45.31 67 1005 16.75 0.3 0.054 0.287 .0.049 0.005 0.05 31.51 68 1020 17.00 0.3 0.054 0.283 0.049 0.005 0.05 31.51 69 1035 17.25 0.5 0.090 0.278 0.081 0.009 0,08 59.11 70 1050 17.50 0.5 0.090 0.274 0.081 0.009 0.08 59.11 71 1065 17.75 0.5 0.090 0.270 0:081 0.009 0.08 59.11 72 1080 18.00 0.4 0.072 0.266 0.065 0.007 0.06 45.31 73 1095 18.25 0.4 0.072 0.262 0.065 0.007 0.06 45.31 74 1110 18.50 0.4 0.072 0.258 0.065 0.007 0.06 45.31 75 1125 18.75 0.3 0.054 0.255 0.049 0.005 0.05 31.51 76 1140 19.00 0.2 •0.036 0.251 0.032 0.004 0.03 17.70 77 1155 19.25 0.3 0.054 0.247 0.049' 0.005 0.05 31.51 78 1170 19.50 0.4 0.072 0.244 0.065 0.007 0.06 45.31 79 1185 19.75 0.3 0.054 0.241 0.049 0.005 0.05 31.51 80 1200 20.00 0.2 0.036 0.237 0.032 0.004 0.03 .17.70 81 1215 20.25 0.3 0.054 0.234 0.049 0.005 0:05 31.51 82 1230 ' 20.50 0.3 -0.054 0.231 0.049 0.005 0.05 31.51 83 1245 20.75 0.3 0.054 0.228 0.049 0.005 0.05 31.51 84 1260 21.00 0.2 .0.036 0.226 0.032 0.004 0.03 17.70 85 1275 21.25 0.3 0.054 0.223 0.049 0.005 0.05 31.51 86 -1290 21.50 0.2 0.036 0.220 0.032 0.004 0.03 17.70 87 1305 21.75 0.3 0.054 •0.218 0.049 0.005 0.05 31.51 88 1320 22.00 0.2 0.036 0.216 0.032 0.004 0.03 17.70 89 1335 22.25 0.3 0.054 0.213 0.049 0.005 0.05 31.51 90 1350 22.50 0.2 0.036 0.211 0.032 0.004 0.03 17.70 91 1365 2215 0.2 0.036 0110 0.032 0.004 0.03 17.70 92 1380 23.00 0.2 0.036_1 0.208 0.032 0.004 0.03 17.70 93 1395 23.25 0.2 0.036 0.207 0.032 0.004 0.03 17.70 94 1410 23.50 10.2 0.036 0.205 0.032 0.004 0.03 17.70 95 1425 23.75 0.2 0.036 0.204 0.032 0.004 0.03 17.70 96 1440 24.00 0.2 0.036 0.204 0.032 0.004 0.03 17.70 EFFECTIVE RAIN & FLOOD VOLUMES EFFECTIVE RAIN (in) FLOOD VOLUME (acft) FLOOD VOLUME (cuft) REQUIRED STORAGE (acft) REQUIRED 'STORAGE (cuft) PEAK FLOW (cfs) 0.76 0.54 23587.64 0.52 22442.21 2.23 Plate E -2.2 Page 8 of 14 RETENTION BASIN WORK SHEET Project No: 40921 1 ENTER THE HYDROGRAPJH UNIT INTERVAL DURATION (MIN). Client: Urban Habitat 2 ENTER TOTAL NUMBER OF BASIN DEPTH - VERSUS - OUTFLOW VALUES. Calc'd By: 3 ENTER OUTFLOW (CFS) AND STORAGE VOLUME (AF) FOR EACH BASIN . Date: 3/22/2005 " DEPTH VALUE IN THE FOLLOWING TABLE. ENTER VALUES IN ORDER OF ' INCREASING OUTFLOW BASIN DEPTH: 4 ENTER ASSUMED INITIAL DEPTH (FT) OF WATER IN DETENTION BASIN. 0 5. PERCOLATION RATE (IN /HR) 0 BASIN INFORMATION: Retention Basin k RETENTION VOLUME DEPTH VS. STORAGE ENTRY NO. WATER SURFACE BASIN DEPTH CONTOUR • AREA STORAGE VOLUME (INCREMENTAL) BASIN STORAGE VOLUME (ACCUMULATIVE) PERCOLATION RATE .BASIN OUTFLOW BASIN DEPTH (FT) (FT) (SF) C. F. A. F. C.F. A.F. (CFS /SF) (CFS) (FT) 1 258.50 0.00 263..00 2 - �. 0 0 0.0 0 dd ji, 'r.Y[ r.'�t ^ iYa. ./ �f•{ h+- .L•:f,l #'.a._,:.Ya�.. � ...SV -i --3 �a e.. i I €1� 3r ., :e..'� .wRA, 608 0.0140 ,I',}�,y Mac �x }K y'" „r�:�.,ti-;� r [1' )5atesu4.c •t.� 'Vf.a +1 �'a a 259.50�'TT 10.0 953.00 "_�,; r,'t••.,'.' 608 0..0v140 0.000000 0.00,0�0T . cw5h ¢2�/,(p�jg !Niri+srX`r 1'�_y4'3. ( Fnd+: i1,A+k. ^"" " "'. w*S7 •�'L w4. - ?.y 1. t i 1334 0.0306 ^YY '.n.ry' fi r ?t �4'1 W!rw4j�( :�i� 4 .. :yry t_.{ £ { {« i _ ..f�,, t:,i� 'K' +F. ^h� r..ww,...1.100 3 260.50 2.00 1715.00;„'&_?:;�'�c 1942 0.0446 0.000000 0.0000. •2.00 .N Abla t :xa �' Mh �. �� 1 1 2132 0.0489 - .. MAN 4 261.50 3.00 2548.0!f0r ?". 4074' 0.0935 0.000000 0.0000 3.00 ..i6,•3G' x 1 3 i 'TC . >.'•µ. _ "fi b 2998 0.0688 X,•.ri°, ^y` »�,�'`::���� k� }ra`.."twi :�1.•.�s"��:t .A'_.. ;. .ii b .s����� '+a.F� Y�r '�,�� 1 = .�..'•� 5 262.50 4.00 "3447.60 _gr7 7071 0.1623 0.000000 0.0000 4.00 '1- , : Z s_ t ' _ 505 - 0.011.6 w..ca�F " " `.y , �� 6 262.36 3.86 3761.50 6567 0.1507 0.000000 0.0000 3.86 538 0.0123 7 262.50 4.00 3920.92 7104' 0.1631. 1 0.000000 - 0.0000 4.00 4165 0. 0956 gvs .- ,;- r. '•'1 1 gig 4 i Ygn r :mg � .8 263.50 5.00 4409.10 11269 0.2587 0.000000 0:0000 5.00. RETENTION BASIN WORK SHEET Project No: 40921 _ - 1 ENTER THE HYDROGRAPH UNIT INTERVAL DURATION (MIN). Client: Urban Habitat 2 ENTER TOTAL NUMBER OF BASIN DEPTH - VERSUS - OUTFLOW VALUES. Calc'd By:. 3 ENTER. OUTFLOW (CFS) AND STORAGE VOLUME (AF) FOR EACH BASIN Date: 3/22/2005 DEPTH VALUE IN THE FOLLOWING TABLE-ENTER VALUES IN ORDER OF INCREASING OUTFLOW BASIN DEPTH: 4 ENTER ASSUMED INITIAL DEPTH (FT) OF WATER -IN DETENTION BASIN. 0 5 PERCOLATION RATE (IN /HR) , 0 . BASIN INFORMATION: Retention Basin #3 - • - RETENTION VOLUME - - - DEPTH VS. STORAGE ENTRY NO. WATER SURFACE BASIN DEPTH CONTOUR AREA BASIN STORAGE VOLUME (INCREMENTAL) BASIN STORAGE VOLUME (ACCUMULATIVE) . PERCOLATION • RATE. BASIN OUTFLOW BASIN DEPTH (FT) (FT) (SF.) C.F. A. F. C.F. A.F. (CFS /SF). (CFS) (FT) .1 255.50 0.00 85.50 - 0 0 0.0 0 "`, �� `,� "�.'� ��..� :�' "���"�`'`.;�°_ ?�t"s:� �" ?: 359 0.0082 M : �a.�^� ,2 256.50 • -1.00 632.40,' t ` c , ; rr%;+x 359 0.0082 0.000000 0.0000 1.00 2 � ''+��s««MM..��-- . �ii.'�i �r:.L �Aw f,.• s: �- i`tS{R. F "!yYil'2at•'�/� �4, :� r �a(y.. KSi � ':Y.�".i 3 x % _ �n � �.+�L��3. a., 951 0.0218 r,4 �Y�1..d -iCu .4b -�.� 1.�$•'y4u'�3�':^,d �- F {"�e'�'�..?r+l�� �LYLL`, t. (�, .� ham^ •" ii >iZ+_•."�L _ �aF� =, 4�1,�1•�,uf!'+�wr 3 257.50 2.00 1270.10x'` 1310 0.0301 0.000000 0.0000 2.00 1625 0.0373 10 "Al . M wml,;, 9* 4 258.50 3.00 198 0 .50 2936 • 0.0674 0.000000 0.0000 3.00 " 2372 0.0544 5 259.50 4.00 2763.00f =" 5307 0.1218 0.000000 0.0000 1 4.00 RATIONAL METHOD. 10 =YR STORM EVENT Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 02/26/05 File:areaa.out - -------=------------- -------- - -------'---------------------------------- WESTWARD SHADOWS AREA A RATIONAL METHOD ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - 'SIN 709 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978'hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.500(in.1 100 year, 1-hour precipitation = 1.'600(In.) Storm event year = 10.0 Calculated rainfall.intensity data: 1 hour intensity = 0.953(In /Hr) Slope of intensity duration curve = 0.6000 ++++++++++++±+++++++±+++++++ t++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + ± + + ++ Process from Point /Station 1.0.00 to Point /.Station 2.000 * * ** INITIAL AREA EVALUATION Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 267.100(Ft.) Bottom (of initial area) elevation 265.800(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00867 s(percent)= 0.87 TC = k(0.390) *((length"3) /(elevation change)] ^0.2 Initial area time of concentration = 7.'481 min. Rainfall intensity = 3.322(In /Hr) for a 10.0 year.storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.693 Decimal fraction soil group A = 1.000 - Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) - 32.00 . Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.483(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ + ++ Process from Point /Station 2.000 to Point /Station' 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation,= 265.300(Ft.) End of street segment elevation = 259.700(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break 16.000(Ft..), Slope from gutter to grade break (v /hz)' = ' 0.083. Slope from grade,break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to.property line (v /hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0150 Manning's-N from grade break to crown = 0.0150. Estimated mean flow rate at midpoint of street = 6.146(CFS) Depth of flow = 0.322(Ft.), Average velocity = 2.066(Ft /s) Streetflow hydraulics at midpoint of street travel: - Halfstreet flow width = 11.843(Ft.) Flow velocity 2.07(Ft /s) Travel time 5.49 min. TC = 12.97 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.656 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 .Rainfall intensity = 2.388(In /Hr) for a 10.0 year storm Subarea runoff = 7.706(CFS) for 4.920(Ac.) Total, runoff = 8.189(CFS) Total area = 5.130(Ac.) Street flow at end of street = 8.189(CFS) Half street flow at- end of street = 4.095(CFS) - Depth of flow = 0.350(Ft.), Average velocity = 2.224(Ft/s) Flow width (from curb towards crown) =, 13.251(Ft.) Process from Point /Station 2.000 to Point /Station 3.000 ` * * *.* CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.130(Ac.) Runoff from this stream = 8.189(CFS) Time of concentration = 12.97 min. Rainfall intensity = 2.388(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 5.000 * * ** INITIAL AREA'EVALUATION Initial area flow distance•= 150.000(Ft.) Top (of initial area) elevation = 279,000(Ft.) Bottom (of initial area) elevation = 278.500(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00333 s(percent) =. 0.33 TC = k(0.390) *[(length"3) /(elevation change))''0.2 Initial area time of concentration = 9.056 min. Rainfall intensity = 2.962(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.680 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0:000 RI. index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Initial subarea runoff = 0.222(CFS) Total initial stream area = 0.110(Ac.) Pervious area fraction = 0.500 Process from Point /Station 5.000 to Point /Station 3.000 * * ** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 278.500(Ft.) End of street segment elevation = 259.000(Ft.) Length of street segment = 380.000(Ft.) Height o£ curb above gutter flowline = -6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade•break (v /hz) = 0 :083 Slope from grade break -to crown (v /hz) = 0.020 Street flow is on.[2) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = '2.000(Ft'.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from - gutter to grade break = 0.0.150 Manning's N from grade -break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.213(CFS) Depth of flow = 0.208(Ft.), Average velocity '3.471(Ft /s) Streetflow hydraulics at midpoint, of street travel: Halfstreet flow width = 6.147(Ft.) Flow velocity = 3.47(Ft /s) - Travel time = 1.82 min. • TC = 10.88 min. Adding-area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.668 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2 :653(In /Hr)-for a 10.0 year storm Subarea runoff = 5.261(CFS) for 2.9.70(Ac.) Total runoff = 5.483(CFS) Total area = 3.080(Ac.) Street flow at end of street = 5.483(CFS) Half street flow at end of street = 2.741(CFS) Depth of flow = 0.241(Ft.), Average velocity = 3.965(Ft/s) Flow width (from curb towards crown)= 7.787(Ft:) Process from Point /Station 5.000 to Point /Station 3.000 * * ** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.080(Ac.) Runoff from this stream = 5.483(CFS) Time of. concentration 10.88 min. Rainfall intensity = 2. 6.53 (In/Hr)' _ Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS)* (min) (In /Hr) 1 8.189 12.97 2.388 2 5.483 10.88 2.653 Largest stream flow has longer time of concentration Qp = 8.189 + sum' of Qb Ia /Ib 5.483 * '0.900 = 4.935 . Qp = 13.124 1 ' ms to confluence: Total of 2 streams . Flow rates before confluence point: 8.189 5.483 Area of'streams before confluence:' . 5.130 3.080 Results of confluence: Total flow rate = "13..124(CFS). Time of concentration = 12.967 min. ��Z BegraS, Effective stream area after confluence = 8.210(Ac.) 7 6r End'of computations,_total study area = 8.21 (Ac.) • '' The following figures -may be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = •32.0 1 1 RATIONAL METHOD ' .1'0- YR;STORM EVENT Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 -.2000 Version 6.3, Rational Hydrology Study I - Date: 02/26/05. File:areab.out _ WESTWARD SHADOWS AREA B RATIONAL METHOD TO CATCH BASIN B1 ----------- -- --------------------------------- 7 ------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith- Companies, Palm Desert, -=- S /N - -- 709-------- - - - - -- -Inc_, -California - Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.500(In.) 100 year,-1 hour precipitation = 1.600(In.) Storm event year = 10.0. Calculated rainfall intensity data: 1 hour intensity = 0.953(In /Hr) Slope of intensity duration curve'= 0.6000 ++±++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 273.400(Ft.) Bottom (of initial area) elevation = 272.300(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00733 s(percent)= 0.73 . TC = k (0.390) *((length"3) /(elevation change)] "0:2 Initial area time of concentration = 7.735 min. ' Rainfall intensity = - 3.256(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.691 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC'2)„ = 32.00 Pervious area fraction = 0.50'0; Impervious fraction = 0.500. Initial subarea runoff = 0.495(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.500 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 271.800(Ft.) - End of street segment elevation: 263.400(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half.street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft:) _ Slope from gutter to grade•break'(v /hz) = 0.083 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1] side(s)•of the street Distance from curb to property line 12.000(Ft.) Slope from curb to property line (lv /hz) = 0.010_ - Gutter width =. 2:000(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0150 Manning's N,from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.193(CFS) Depth of flow = 0.308(Ft.),.Average velocity = 2.400(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.162(Ft.) Flow velocity = 2.40(Ft /s) Travel time = 4.86'min. ' ' TC =. 12.60 min. ' i Adding area flow to street' SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.658 Decimal fraction soil group A = 1.000 ! Decimal fraction soil group B = 0-.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 21 = 32.00 Pervious area fraction = 0.500'; Impervious•fraction = 0.500 j Rainfall intensity = 2.430(In /Hr) for a 10.0 year storm Subarea runoff = 3.836(CFS)'for 2.400(Ac.) Total runoff '4.331(CFS) Total area = 2.620(Ac.) Street flow at end of street = 4.331.(CFS) Half street flow at end of street =' 4.331(CFS) j Depth of flow = 0.337(Ft.), Average velocity = 2.595(Ft/s) �` A Flow width (from curb towards crown)= 12.585(Ft.) End of computations, total study area = 2.62 (Ac.) The following "figures may _ J'1Doi be used for a unit hydrograph study of the same area.. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 1 :RATIONAL - METHOD 100 -YR STORM EVENT ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2000 Version 6.3 - Rational Hydrology Study Date: 02/26/05 File:areaa. out -----=-----------------------=------------------------------------------ WESTWARD SHADOWS ' AREA A RATIONAL METHOD ------------------------------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ' r Keith- Companies, Palm- Desert, California SIN 709--------- -Inc., - - - - - - -' Rational Method Hydrology Program based on Riverside County Flood Control.& Water Conservation District 1978 hydrology manual Storm event (year.)'= 100.00 Antecedent Moisture Condition = 2. 2 year, 1 hour precipitation = 0.500(In.) - 100 year, l.hour precipitation = 1.600(In:) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of_ intensity duration-curve = 0.6000 Process.from'Point /Station, 1.000 to Point /Station 2.000 INITIAL AREA EVALUATION * * ** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 267.100(Ft'.) Bottom (of initial area), elevation =. 265.800(Ft.) Difference-in elevation = 1.300(Ft.) Slope = 0.00867 s(percent)= 0.87 TC = 'k(0.390) *[(length^3) /(elevation change W.0.2 Initial area time of concentration =. 7.481 min. Rainfall intensity .= 5.580(In /Hrj- for a 100.0 year storm. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group .0 = .0.000 RI. index for soil (AMC 2) = 32.00 Pervious area fraction =. 0.500; Impervious fraction = 0.500. Initial subarea runoff = 0.877(CFS) Total initial stream area = 0.210(Ac.). Pervious area fraction = 0.500, ++++++++++++++++ t+++++++++++++++.++ ±++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ . Process from Point /Station 2.000 to Point /Station 1.000 * * ** STREET,FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of- street segment elevation = 265.300(Ft.) End of street - segment elevation = 259.700(Ft.) ,Length of street segment = 680.000(Ft.) Height of curb above gutter flowline' _, 6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.083 Slope, from grade break to crown (v /hz), = 0.020 Street flow is on [2] side(s) of-the street Distance from curb to property line - 12.000(Ft.) Slope from .curb to property line (v /hz) = 0.010 , Gutter width = 2.000(Ft.). Gutter hike from flowline = 1.500(In.) ' Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11 ;151(CFS) r Depth of flow = 0.384(Ft.),. Average velocity = 2.408(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.934(Ft.) Flow velocity = 2.41(Ft /s) Travel time =. 4.71 min. TC = 12.19 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre.Lot) Runoff Coefficient'= 0.718 Decimal fraction soil group A = 1.000 r Decimal fraction soil group B = 0.000 Decimal-fraction soil group C = 0.000 Decimal fraction soil group D'= 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = .4.164(In /Hr) for a 100.0 year storm Subarea runoff = 14.704(CFS) for 4.920(Ac.) Total runoff = 15.581(CFS) Total area = 5.130(Ac.) Street flow at end of street = _15.581(CFS) r Half street flow at end of street = 7.791(CFS) Depth of flow= 0.425(Ft.), Average velocity =' 2.625(Ft/s) Flow width (from curb towards crown)= 16.979(Ft.) Process from Point /Station 2.000 to Point /Station. 3.000 * * ** CONFLUENCE OF MINOR STREAMS Along Main Stream number: I in normal stream number 1 Stream flow area = 5.130(Ac.) Runoff from this stream = 15.S81(CFS) Time of concentration = 12.19 min. Rainfall intensity 4.164(In /Hr) ++++++++++'+++++++:++++++++++++++++++++.+++ + + + + + + + + + + ++ + ++ + + +' + + + + + + + + + + ++ Process from Point /Station' 4.000 to Point /Station, 5.000 r * * ** INITIAL AREA EVALUATION * * ** . Initial area flow distance— 150.000(Ft.) Top '(of initial area) elevation 279.000(Ft.) '. Bottom (of initial area) elevation =. 278.500(Ft.) Difference in elevation = 0.500(Ft.) - Slope = 0.00333 s(percent) =. 0.33 TC = k(0.390) *[(length '3) /(elevation change)]°,0.2 _ Initial area time of concentration = 9.056 min. Rainfall intensity = 4.976(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lob) Runoff Coefficient = 0.737' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious.area fraction = .0,500; Impervious fraction = 0.500 ' Initial subarea runoff = 0.403,(CFS) 1 - "') Total initial stream area '0.i10(AC. Pervious area fraction '= 0.500 . +.++++++++++++++++++++++++++.++++++++++++ +t + + + ++ + + + + + + + ++ + + + + + + +t + ++ + + ++ Process from Point /Station 5.000 to Point /Station 3.000 ' * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW.ADDITION * * ** Top of street segment elevation 278 .500(Ft.) End of street segment elevation. =. 259.000(Ft.) Length of street segment .= 380.000(Ft. ) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.083' Slope from grade break to crown (v /hz) = 0.020 ' Street flow is on (2) side(s) of the street Distance from curb to property line = 12'.000(Ft.) Slope from'curb to property line (v /hz) = 0.010 \ Gutter width = 2.000(Ft.) Gutter hike from flowline•= 1.500(In.) Manning's N "in gutter = 0.0200 Manning's N from gutter to grade break = 0.0150 Manning's "N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.847(CFS) Depth of. flow =' 0.245(Ft.), Average velocity 4.030(Ft /s) Streetfow hydraulics at midpoint of street travel: Halfstreet flow-width = 8.003(Ft.) Flow velocity = 4.03(Ft /s) Travel time = 1.57 min. TC = 10.63 min. Adding area flow•'to street SINGLE FAMILY.(1 /4 Acre Lot) .Runoff Coefficient = 0.727 Decimal fraction soil group A = 1.000 Decimal fraction-soil group B = 0.000 Decimal fraction soil group C•= 0.000 - Decimal fraction soil group.D = 0.000 RI index for soil(AMC 2) =. 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 4.520(In /Hr) for a 100.0 year storm Subarea runoff = 9.755(CFS) for 2.970(Ac.) Total runoff = 10.158(CFS) Total area = ' 3.080(Ac.) ' Street flow at end of street = 10.158(CFS) Half street flow at end of street = 5.079(CFS) Depth of flow = 0.286(Ft.), Average velocity = 4.639(Ft/s) Flow width (from curb towards crown)= 10.049(Ft.) +++++++++++++++++++++++++++++++++++++++ ±+ ++ + + + + + + + + + + + + + + + + + + + + ++ + + + ++ . Process from Point /Station .5.000 to Point /Station 3.000' * * ** CONFLUENCE OF MINOR STREAMS ; ; * *- Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.080(Ac.) Runoff from this stream' =, 10..158 (CFS) ., Time of concentration = 10.63 min.''' Rainfall intensity— 4.520(Iri /Hr)' Summary of stream data ":' Stream Flow rate TC Rainfall Intensity No. (CFS)" (min) (In /Hr), 1 15.581 12.19 -4.164 2 10.158 10.63 4.520 Largest stream flow has longer time of concentration - Qp = 15.581 + sum of Qb Ia /Ib - 10.158 * 0.921 = 9.357 QP = 24.939 I ' Total of 2 streams Eo confluence: Flow rates before confluence point: ' 15.581 10.158 Area of streams before confluence: 5.130 3•.080 - Results of confluence: Total flow rate' = 24.939(CFS)' ' Time of concentration = 12.186 min. w Im�r 4 8..210(Ac.)' 7. P�•P S Effective stream area -after confluence = ,� End of computations, total study area = 8.21 (AC.)� �$ 4T4 A• ® IL The following figures may "unit be used for a hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 1 J Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - ,2000, Version 6;3 Rational Hydrology Study Date: 02/.26/05 'File:areab.out WESTWARD SHADOWS ' AREA B RATIONAL METHOD TO CATCH BASIN B1 ' -----=------------------------------------- ------ --------- -- ----- -- - - - -- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Keith Companies, Inc., Palm Desert, California - SIN 709 - Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2.year, 1 hour precipitation = 0.500(In.) ' 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 100.0 Calculated-,rainfall intensity data: 1 hour intensity = 1.600(In /Hr)- Slope of intensity duration curve = 0.6000 Process from Point /Station 1.000 to Point /Station .2.000 INITIAL AREA - EVALUATION * * ** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 273.400(Ft.) Bottom (of initial area) elevation = 272.300(Ft.)- ' Difference in elevation = 1.100(Ft.) Slope = 0.00733 s(percent)= 0..73 TC = k(0- .390) *[(length "3) /(elevation change)]"0.2 ' Initial area time of concentration = 7.735 min.. Rainfall intensity = 5.469(In /Hr) for a 100.0 year storm' SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.746 • Decimal fraction soil group A =1.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = _0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) =- 32.00 Pervious area fraction.= 0.500; Impervious fraction- 0.500 Initial subarea runoff = 0:898(CFS) Total initial stream area = 0.220(Ac..) Pervious area fraction = 0.500 Process from Point /Station 2.000 to Point /Station 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 271.800(Ft,.) J End of street segment elevation =. 263.400(Ft.) - Length.of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb'-to drown) = 14.000(Ft.). . Distance-from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v /hz).= 0.083 Slope from grade break to crown (v /hz) _ - 0.020 - Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = 2.000(Ft -.). Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0150 . Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.797(CFS) Depth of,flow = 0.367(Ft.), Average velocity = .2.805(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.600(Ft.) Flow velocity = 2•.80'(Ft /s) Travel time = 4.16 min. TC = 11.89. min. Adding area -flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.719 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal-fraction soil group C = 0.000 Decimal.fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00. Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4,225(In /Hr) for a 100.0 year storm Subarea, runoff = 7.294(CPS) for 2.400(Ac.) Total runoff 8.192(CFS) Total.area = 2.620(Ac.) Street flow at end of street = 8.192'(CFS) Half street flow at end of street = 8.192(CFS) Depth of flow = 0.40.1(Ft.),.Average velocity = 3.216(Ft /s) Note: depth of flow exceeds top of street crown., it A ►1,,��.Sj 'i'�%�6 Flow width•(from curb towards crown)= 14.000(FE.) �"'�� End of.computations, total study area = 2.62 (AC.)�� y 7 The following figures may �, �.� �l9pr,� t"11 -2 _ be used for a unit hydrograph.study of the same area. Area averaged pervious area fraction(Ap) ="0.500 Area averaged RI index number = 32.0 0 * ** information: Subsurface analysis,iterations: 1. * ** Information: Convergence was achieved.: CALCULATION SUMMARY FOR SURFACE NETWORKS ' I Label I Inlet I Inlet I Total I Total I.. Capture I Gutter .I Gutter I I Type I I Intercepted.I Bypassed I Efficiency I Spread I Depth I- ' I I I . I "I------- I Flow I (cfs) I Fiow I (cfs) I ( %) i' (ft) I I I I (ft) I I-=----- - - - - -- -. I-.--------=------------ I -2 I Generic Inlet I Generic Default I'-----------=- 100% I .0.00 I--.-------- I 0.00 I--------- --- I-------- I--- I 100.0 I 0.00 I - - - - -I •0.00 I I -1 I Generic Inlet I Generic Default ------------------------- ------------------------ 100% I -0.00 I 0.00 I 1b0.0 I O.00.I 0.00 I CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label I Number ('Section I Section I Length I Total I Average I Hydraulic .I Hydraulic I. I I of I Size . I Shape I (ft) I System I velocity I Grade I Grade I Sections I- I I. I Flow I (ft /s) I Upstream I Downstream I I I I I I -- I (cfs) I I (ft) I (ft) I - ------ I---------- I ------- I ---=------ I.-------- I P -2 I- I. inch I Circular I I-------- I---------- 313;00 I °24.94 I I ----------- 7.94 I I - - - - -- - - -' - -I 258.40 I 258.00 I -24 I,P -1 I 1•I 24 inch I Circular I - -1 39.00 I 12.47 I 3.97 I 258.52 I 258.40 I Hydraulic I Label I Total I Ground I, Hydraulic I I System I Elevation 'l Grade In I Grade Out I. I I Flow- I (ft) I (ft) I (ft) I I I ".(cfs) f I I - ------ I-=------ I----------- i----------- I------ I - - - -i 0-1 I 24.94 I 253.50 I 258.00 I'. - 258.00 I I I.2 I• 24.94 I 259.51 .1 258.40 I 258.40 I I =1 I 12.47 I .259.51 I 258.52 I. -------------------------------- ------------------ 258.52 I 1 * * ** Calculation'Completed: 03/25/05 08:35:28 AM i Title: ROUDEL LANE CATCH BASIN 8, RETENTION Project Engineer: Matt P.etroni o'. \40921\4092100idocs \hydro \lot_a.stm The Keith Companies Inc StormCAD v3.0 (319bj 03/25/05 08:35:40 AM © Haestad Methods, Inc. 37' Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page.1 of 1 I t t Label Length. Size Average Up Dn S HGL HGL dditional (ft), Velocity Invert Invert (fUft) In Out Flow (fus) (ft) (ft) (ft) (ft) (cfs) I -1 258.52 258.52 12.47 P -1 39.00 24 inch 3.97 253.62 253.42 0.005128 258'.52 258.40 1 -2 _ 258.40 258.40 12.47_ P -2 33.00 24 inch . 7.94 253.34 250.50 0.086061 258.40 258.00 071 258.00 258.00 . Scenario: Base . M . c . Gz- 15 Title: Roadrunner Lane Catch Basin o: \40921 \4092100 \dots \hydro \roadrunner lane.stm The Keith Companies Inc Project Engineer: Matt Petroni StormCAD v3.0 [319b] 02/27/05 12:02:55 PM © Haestad Methods, Inca '37 Brookside Road. Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 * ** Information: Subsurface analysis iterations: 1 ** - Information: Convergence.was achieved. CALCULATION SUMMARY. FOR SURFACE NETWORKS ` V I Label Inlet Inlet, Total Total- Capture . Gutter Gutter I I' I Type I I Intercepted I. Bypassed I Efficiency I Spread I' Depth I I. I I —Flow I '"Flow I ($) 1' (ft> I . (ft) I �.. (cfs) I (cfs) I L- ------ i------------- -- I------------- - -------- I -1. I Generic Inlet I. Generic Default I------ - ------- I---------- 100 %'I 0:00 I 0.00 I----------- ;- I- ------- i I 100.0 I O.Ob I --- - - - - - I 0.00-l' - ----------------=------------ ----------------------------- --------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH R`O, OT: 0 -1' I Label I Nu mbe r I Sectio n .I sect i on I Lengt h I Total I Ayera e I Hydraulic I Hydraulic I I I .of I Size I Shape I (ft) I System I velocity I -Grade I Grade I I I•sections I I I I Flow I (ft/s) I Upstream I Downstream I I I I I I I (cfs) I ; I (ft) I (ft) I -- ---- I--------= I--------- I---------- I-------- P -1 I 1 118 inch I Circular'I I-------- I---------- I-------- 22.00 I .8.19 I 4.63 I ,-- I-------- - - - -I' 262.49 I 262.36 I ---------- ---------------------------------------------------------------------------------------- I'Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade In, I Grade Out Flow I (ft) I (ft) I (ft) I I (cfs) ------ = - I--- - - - -- I----; - - - - - - I- - - - - - - - - - I- 10-1 I 8.19 I 261 . .00 I 262.36'1 - - - -I - - - - - - .262.36 I r I -1 I_ 8.19 I 263.39 I'. 262.49 *1 262.49 I * * ** Calculation Completed: 03/31/05 08:07:00 AM Title: Roadrunner Lane Catch Basin o: \40921 \4092100 \dots \hydro \roadrunner lane.stm The Keith Companies Inc Project Engineer: Matt Patron StormCAD 0.0 [319b] 03/31/05 08:07:46 AM © Haestad Methods, Inc. 37 Brookside.Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 J t Label Length. Size Average Up Dn S HGL HGL Additional (ft) Velocity Invert Invert (ft/ft) - In Out Flow (ft/s). (ft) (ft) (ft) , (ft) (cfs) I -1 ` 262.49 262.49 8.19 P -1 22.00 18 inch 4.63 258.89 257.39 0.068182 262.49 262.36 0-1 262.36 262.36 CATCH BASIN SIZING (SUMP CONDITION) PROJECT: URBAN HABITAT TRACT /PARCEL TM 31816 TKC JOB # 40921 CATCH BASIN # CB -1 & -2 The capacity of a curb - opening inlet in a sag depends on water depth at the curb, the curb P tY opening length, and the-height of the curb opening. The inlet operates as a weir to depths equal to the curb opening height and as an orifice at depths greater than 1.4 times the opening height.. The weir location for a depressed curb - opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter and the length of the curb'opening. - For the purposes of this worksheet all equations are based on the assumption- that: dmax = h Where: h = height of curb - opening inlet (ft) =0.67 (for 6" curb face) =0.83 (for 8" curb face) For catch basins 12 feet in length and smaller: Q= Cw(L ±1.8ff)dts Where: Cw = 2.3 L` = Curb opening length (ft) W'= Lateral width of depression (ft) -d =depth at curb measured form the normal cross slope (ft) 1 (i.e.d =TSx) Solving for L: L For catch basins greater than 12 feet in length: Q' 3.087Ld's Solving for L: L Q 3.O87d15 KNOWN: - Total Flow 12.50 cfs Divided Flow N Curb Type 6 . Cross Slope 0.02 ft/ft Gutter Width 2 ft Gutter Depth 1.5 in Local Depression Width 4 ft - Local Depression Depth 4 in dmax 0.67 ' ' Total Intercepted Flow 12.50 cfs Length Required: 4.00 ft LENGTH USED: , ., ` Tc 77 `5, ft d= 0.58 ft Spread 29.16 ft Gutter Depth 0.67 ft CATCH BASIN SIZING (ON GRADE) - PROJECT TKC TRACT /PARCEL Tr 31816 NAI JOB # CATCH -BASIN # �� �� V 1.��(L `,:6.1✓�� These worksheets are based on the following design parameters: 1. Catch basin is assumed to be per Riverside County Std No 300 or.RCFCD Std CB100 (i.e. The catch basin has an inclined throat) 2. Curb'face is either 6" or 8" Curb and Gutter KNOWN: Q= 8 cfs Divided Flow N Flow to Catch Basin 8 cfs ' SI= 0.005 ft/ft Sx= 0.02 ft/ft - n= Gutter Characteristics 0.015 Curb Type 6 in. rDepression Gutter Width 2 ft 2 in Local Depression Characteristics l W= 4 ft Depression 4 in 'DETERMINE SPREAD: Assumed Qs= 0.05 . )Should be approximately equal Calculated Qs= 0.00 12.15 ft RESULTS: Length Required: Length (Desired):' .12.00.ft ` Capture Efficiency: 100% Gutter Spread: 2.80 ft Gutter Depth': 0.18 ft Total Intercepted Flow: 8.00 cfs Total Bypassed Flow: 0.00 cfs - 1 of 1 Roadrunner Lane Worksheet Worksheet-for Irregular Channel ; . Project Description Project File o:\ 40921 \4092100 \docs \hydro \roadru6_fm2 Worksheet Tofal`Street flow for Roadrunner Lane Flow Element Irregular Channel Method ," Manning's Formula - Solve For Discharge Input Data Channel Slope 0.013000 ft/ft Water Surface Elevation 10.15 ft Elevation range: 9.66 ft to 10.15 ft. Station'(ft) Elevation (ft) Start Station - End Station Roughness 0.00 10.15 0.00 60.00 0.016 15.00 10.00 16.50 9.66 r 17.50 - 9.74 30.00 9.99 42.50 . 9:74 43.50 9.66 45.00 10.00 60.00 10.1.5 Results Wtd. Mannings Coefficient 0.016 Discharge 38.90 cfs Flow Area 11.24 ft? - - Wetted Perimeter 60.09 ft Top Width.. 60.00 ft _ Height 0.49, ft Critical Depth 10.20 ft . Critical Slope 0.006066 ft/ft velocity - 3.46 ft/s Velocity Head 0.19 ft . Specific Energy 10.34 ft Froude Number 1.41 Flow, is supercritical.. 03/25/05 The Keith Companies FlowMaster v5.10 03:52:32 AM Haestad Methods, Inc. -37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 0.0 5.0 10.0 15.0 20.0 25.0 30.0. 35.0 40.0 45:0 50.0 55.0 60.0 t, Station (ft) 03/25/05 The Keith Companies FlowMaster v5.10 03:55:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,.CT 06708 (203) 755 -1666, Page 1 of 1 Roadrunner Lane Cross Section:. - Cross Section. for Irregular Channel 10.0 Project Description Project File o:\ 40921 \4092100 \docs \hydro \roadrun_.fm2. Worksheet Flow Element Total Street.flow.for Roadrunner Lane Irregular Channel Method Manning's Formula p Solve For Discharge t� Section Data Wtd. Mannings Coefficient 0.016 - Channel Slope 0.013000 ft/ft W Water Surface Elevation 10.15 - ft Discharge 38.90 cfs 9.8` 9.E 9.7� 0.0 5.0 10.0 15.0 20.0 25.0 30.0. 35.0 40.0 45:0 50.0 55.0 60.0 t, Station (ft) 03/25/05 The Keith Companies FlowMaster v5.10 03:55:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,.CT 06708 (203) 755 -1666, Page 1 of 1 10.1 10.0E 10.0 9.9E p gc t� a� W 9.8` 9.E 9.7� 9.7 9 6° 0.0 5.0 10.0 15.0 20.0 25.0 30.0. 35.0 40.0 45:0 50.0 55.0 60.0 t, Station (ft) 03/25/05 The Keith Companies FlowMaster v5.10 03:55:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,.CT 06708 (203) 755 -1666, Page 1 of 1 I�Q t 1 1 l t 1 1 SANDFILTER SIZING CALCULATIONS Calculation #1 -Determines how many standard size sandfilters are needed. No.* of Sandfilters- = - Homes. 40 homes /sandfilter *Round all fractions up to the nearest whole number Each sandfilter has 48 sf of filter.surface (ie 6' x 8'); assume the incoming nuisance water will percolate through"the sand at the "rate of.4.6 inches per hour. The sandfilter must be sized to handle the "surge inflow rate" of 0.458 cf/house /hour, which is based on the assumption that, on average, each house releases 12 gallons in a 15 hour "surge" period. Therefore, each sandfilter is capable of handling 18:4 cf /hour. As a result, each,sandfilter can'handle the nuisance water released by 40 homes (18.4/0.45.8 =40). - Calculation #2 - Determines how long the leach line-..must'be. eac n eet to be divided evenly between the num er o Leach Line Length* _ homes x 3.8 If /home (silty soil) .*'In feet to -be divided evenly between the number of sandfilters The critical aspect in sizing the leach line length is related to its.abiliity to maintain a sustained percolation rate (e 24 -7 -365) in saturated soil, therefore, for the purposes of thiis,calculation, itis assumed that the sustained percolation rate in saturated soil is 0.25 in /hr.(Note: if the soil is silty, more than 5% by weight passing the 200 sieve,: the percolation rate shall be reduced to 0.125 in/hr): The leach line arch provides 2.8 sf of percolation surface per lineal foot of leach line length. if the average nuisance water discharge per house in the neighborhood is 20 gallons per day that rneans.each house,must have 5.35 sf of percolation area in the leach field to percolate its 24-hr nuisance water discharge. Therefore, the leach line length must_ be 1.9 Ifthome. REVIsloNs: APPROVED . 08/21 01 • eM sa - � STANDARD.- 4 CHRIS A. VOGT ` ^ �� CITY ENGINEER RCE 44250 SAN!)- JAIL TER SHEET 6 OF 7' r 1 Proposed . Approximately 7.7 Acre Residential Development . S.W.C. Westward H_ o Drive and Roadrunner Lane I La Quinta; California Date: :11 -13 -03 Borin No. 2" Job No.:.544 -3528 3 >y y DESCRIPTION A . o .a REMARKS a B U I W r° vn U o -' _ Sand: Grey brown, SP /SM slightly silty, fine grained - 5 5/11/12 " 96 1 — .'7% passing #200 10 11/10/20 Silty Sand: Grey brown, . SM . 102 2 — 27% passing #200 - fine grained - Sand: Grey brown., SP /SM 103 1 — 13% passing #200 15 18/21/42 - _ slightly silty, fide grained Clayey Silt: Brown, sandy.. ML 94 6 -- 82 % passing #200 20 25/50 -6" - Total Depth = 21.5'. . - -'Recovered Sample No Bedrock No Groundwater 25 30 35 ; 40 45 .. 50 Note: The stratification lines 55 ". represent the approximate - ' boundaries between the soil types; the transitions may be gradual. A 1 A 1 I £O'd '100 go- 7 -� - -.so _. 40 I 1 • , _�1 - �_ tai_ 7. 0 � 100.000 10:000. 1.000 0.100 0:010 0.001 Sieve Size, mm Sladden Engineering Revised 11120M 69£Z- £ZS -btL 6ut.A;9eUL6u3- UePP -eLS V£Z =OL £O- Z.Z -�a0 Gradation . ASTM CI I7 & CI36 Project Number: 544 -3528 December 5, 2003 . Project Name: Westward Dr. La Quinta Sample ID: Boring 2 @ 5' :. Sieve Sieve Percent Size, in Size, mm Passing J .'TI 25.41 100.0 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 L18. : 100.0 #30 0.60 99.0 #50 . 0.30. 85.0 #100" 4200. 0.074 7.0 A 1 A 1 I £O'd '100 go- 7 -� - -.so _. 40 I 1 • , _�1 - �_ tai_ 7. 0 � 100.000 10:000. 1.000 0.100 0:010 0.001 Sieve Size, mm Sladden Engineering Revised 11120M 69£Z- £ZS -btL 6ut.A;9eUL6u3- UePP -eLS V£Z =OL £O- Z.Z -�a0 2.0 Product In ®r tIlon { Figure 1 ACCEPTS 4" SCH 40 PIPE StormTech SC -740 Chamber (not to scale) FOR OPTIONAL. INSPECTION PORT Nominal Chamber Specifications ' Size (W x H x Installed L) 51.0' x 30.0° x 85.4° o 0 o o 0 Chamber Storage 45.9 ft' Minimum Installed Storage' 74.9 ft' Weight '74 lbs G;0 0 0 90.7" —) 85.4° INSTALLED _ I i i 30.0" 0 0 00 0 00 0 0 0 0 0 51.0 Figure 2 StormTech SC -310 Chamber (not to scale) ACCEPTS 4" SCH 40 PIPE FOR OPTIONAL Nominal Chamber Specifications -INSPECTION PORT Size (W x H x Installed L) 34.0' x 16.0' x 85.4' Chamber Storage 14.7 ft' Minimum Installed Storage` 31.0 ft' Weight 37 lbs 90.7" 85.4" INSTALLED 16.0" —3 4.0" "This assumes a minimum of 6- inches of stone below, above and between. chamber rows and 40% stone porosity. 4 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. tfI i . i�.t k•�Sr 'Z� ^3• ' 4r r �,':9t: ill, i .;o.�,•�, + /.�,� . ,� � � �, O0W .. \�•s � ,g@�tj. .i N.. .�t!i, �.7 •'J's, ,.� rr y Y- ~ � `.C� : Sr.'s ,; *' ;i'� �; L• •T „/ i•�•Tp;< 8t3 y1► OeW �1 ` :.• � Jt• + may:» {f' `.;,� ' �! r.n, � .si S . i:•� �s r �' ir�;' --. u' r' C'• . le erA is l' (y% •i � ( 1 �aQ W �j. ti.n•• !•mot `• }••,� !.�'... r,Q n.Jl''i GGII .,{!.y " <.�� -v. .<I �, �_:� ^Y(:: ±• •���', '•�� �:r ial :r(:� .•1tv ,j, Lt• vi ,Q,W :'.: ' Y/ F .1 r, :..' 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L•r., :.v AJ,• ,.tai :r.'• }x.. •i3O.1!'1:'i.+'� ;':•ki'•' /six✓ �• '..i ',:'fir .:::�,.. , 4•.t :'rt:r }:i' :I,•`.�. i:�,. t QQ "`Cs•:.,�•. .fyt1 ' J#A��:� , ;.� rr:d:' }1 .5., 4• :A, ?'i- `%�•7• J ..�n'._�.�p % '31'• Q � ti'••; •; r'l•:• -' 'rj -`� r.: �j}•j'.. \': :'. ?:: :. c�: )i ::•.v.itj, <�l Yt'}i,�� •'��rcp�'Vtl(J,a �� <;: ' �1, �`'•`'% %''>;,��;f.'•,���Y�;�;;;.,. ±:z. • ,+ •'b.b l'1.;t �'3 v3A. :�.c'�';,;.,;: "a •:Y: i +�•.l c�1! \'.ai y �y �'r:�.'_:`'' :• ;i; .:'ti �`'r %fS: :' „;i�.: \••''':, J:'•'`•t %�•'••:'S +�t:�:.�y " ?t ... � , .F ter., u,• >;' ;, .''M qI 1K :: UOtIQIs ;? y° fir • n'J” ��i�; 3l.IS ' . !:Y: .,,; •, :•�; :•> :..;Ili +aa:. % '31'• Q � ti'••; •; r'l•:• -' 'rj -`� r.: �j}•j'.. \': :'. ?:: :. c�: )i ::•.v.itj, <�l Yt'}i,�� •'��rcp�'Vtl(J,a �� <;: ' �1, �`'•`'% %''>;,��;f.'•,���Y�;�;;;.,. ±:z. • ,+ •'b.b l'1.;t �'3 v3A. :�.c'�';,;.,;: "a •:Y: i +�•.l c�1! \'.ai y �y �'r:�.'_:`'' :• ;i; .:'ti �`'r %fS: :' „;i�.: \••''':, J:'•'`•t %�•'••:'S +�t:�:.�y " ?t ... � , .F ter., u,• >;' ;, .''M qI 1K :: UOtIQIs ;? y° fir • n'J” ��i�; 3l.IS 7,8 SOIL SURVEY TABLE I2. Soil and water features— Continued Soil name acid bol map symbol Fly- ro' JIogic group Flooding High water table Bedrock Frequency Duration Months Depth kind th Mons Depth Hardness Pt 1„ Myoma � � � . MaBMaD - ---- - --- A None - - - - -- ---- -•-- -- -- -- --- -- - ------- >6.0 - >60 ----------- r B_ .-• ........ A None ------ -------------- ------ ------ 1.5 -5.0 Apparent_____ Jan - Dec___. >60 ----------- Nliland: NaB- -- - --- ._.._.._ C None - - - - -- • - - -- -------- --- -- -- > 6.0 - - - - - -- >60 ----------- NbB- --- -- --- -- - - - -- C None- -- - -- - - -- -- ----------- :_ 1.5 -5.0 Apparent-- Jan- Dec-- >60 --- - -- - - -- Omstott: Om D- C None------ - . - - -- -- - - -- >6.0 - -- 4.20 Rippable. Or]: Omstott part_ ___._. C None______ __ ________ - - -- -- >6.0 -- ---- -- -- -•-- -- -- 4-20 Rippable: Rock outcrop part. . Riverwash: RA. Rock outcrop: RO. RT1:- Rock outcrop part. Lithic Torripsamments part. D None______ ______________ ___________ 1 -10 . Hard. . Rubble land: RU. Salton: Sa,.Sb --------------- D None - - - - -- -------- -- -- -- ------------- 2.0 -5.0 Apparent - - - -- Jan- Dec - - -- >60 Soboba: So D, SpE -- - - -- -- - A None - - - - -- ------ -- -- - - -- ------ - -- - -- >6.0 = - - - -- >60 iot ....._._....... Tornortherite : __..... - ..._.__.... - -..._ - - .__..... ....- -- ..- _.- .... -- - .._.... - -... .._. TO1: Torriorthents part.. Rock outcrop part. Tujunga: TPE, TrC, TsB -------- - A None - - - - -- - - - -- - - -- ------ - - - - -- >6.0 'This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for 'the composition and behavior of the whole mapping unit. parent; and- the months. of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are -indicated-. Information about the seasonal high water table helps in assessing the need for, specially, designed foundations, the. need for specific kinds of drainage systems, and the need for footing drains to insure .dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table 'affects ease of excavation. Depth to bedrock -is shown for all soils that are underlain by bedrock at a. depth of 5 to 6 feet or less. For many soils, the limited- depth to bedrock is a part of the definition of the soil series. The depths shown are based on measurements made in many soil borings and on other observations during the mapping of the soils. 'The kind of bedrock and its hardness As related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Forrftation, Morphology, and Classification of the Soils This section contains descriptions of the major fac'- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of -the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a.table showing the clas- • .�_ :,: .�`a:.NN.y= - i` 'Y��"�'il'<'' �:`;\yaT;:e..: _ .;:' �p - � k R E I � .:. .. i_ -_T � , �t. ,, .� . �I , F� � I �o< 1' .I' �AJo I. . �, ,\ , 1- :....:.. - ci��... -.. , v. +, .. ' . r.. :i' >• =ruc. ww:.J - lo - 1 - -:r., —' -5r - - - .. .A- ,n .. A, 1. 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RIVERSIDE COUNTY `F LOOD CONTROL' • 1 _ f . _ S. ! : _ ..,� 1 {i ; y�.1. 1y ,t< ' q+ A N D f Wp; a, ,�', _ .i, , '. l i _ WATER CON'SERVAT'ION DISTRICT ' • wy tL �I. jl���'y�., - � �1. ii ,, •rl �;�`•J�'Y' a. �f, •L.1).di1: � � _'S!�'+..d:`� �.�': �;� �r 100- YEAR-- 24 J -HOUR yrn_AipenaF O.e ��. �_ ,. , {,�� i {„r r, y.11.nrh. 1 P•R E.0 I P I TAT 10 N. ., �-•' -- \�.'�•./ eLPlE.v�,+o •aacloNA .w 6iQ',? r: -- .ni ... .I'l : �fF.UREST gf � rr.,'. -;.r .-.. ci' "1:+ y iy.:�_'-,•, y .. N"a A47- F-M Iiw,- V_ t:44 Vt7-r_j L I 1= Z:b POINT P '.,ti p: RECIPITATION FREQUENCY -ESTIMATES 7 W"' -4 R FROM NOAA ATLAS 14 IPN- INDIO FIRE STATION, CALIFORNIA (044259) 33.7086 N 116.2153 W- -16 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 3 G.M. Bonnin, D. Todd, B. Linj. Parzybok,,M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2003 Extracted: Wed Jan 19 2005 'f- ta 14, g p%�,;j 4 o� -o.i� Al We A Raw, MIN Precipitation 'Frequency Estimates (inches) - [ m-5, In Z Fm',5]n Z 60 -1 120 3 a [120 F24 48[-4 -7 10 Z20 30 45 [60d a� [da] Z (years) L2!aj, min hr j - hr I hr 11 hr day day I day 11 day 11 day y y 0 F01-fl F01_8]E.22]FO 370 E.37 0.49 0.57 F09_5� 1FO-6 1.20 1.33 F14-6] 153 164 1.80 2.04 2.24 F61-91 Fo-29 FO3-6] 0.48 0.59 F07_81 FO8-9] Fll_flE2 1162 11 876 2.07 2.27 2.39. 2.56. 2.81 3:18 4fl F17-9-] 2FO-7 2.42. F2971 F3O8-] 3.28 3.59 4.04 4.48 F02_51 Fo-3 -9] F04_81 Fo-64 FO-86 1.01 --1 E� F, I 03 67 FO5 4FO 67 OF91 F112 F138 F230 F272 F324 F355 F384 F4O7 F429 F46-91 7524-] F -1 _� -1 -1 -1 _� -1 -1 -1 5.82 FO4 57 FO6 9 FO8 5 1.14 F14 2 F17 1 1.88 EE F271 3.26 3.94 F429] 4.63 F49 0 F51 4 F55 8 F61 9- ] F69 0 0.56 0:85 1.06 1.43 F2-1015-4il 3:4k 3-15 Aji, 5.13 5.48 F58 11 F66_61 F65 4 7.21 8 6_5� F06_91 71051E1]F,7.76 r2-1-8 -54 2.70 3.18 �4.47 F0[6_.0_flE]F67.80 F7.704 F7-.57-1 8.29 9.27 ZMFRF4376 F69-61 F_37� F170] 2.29 2.83 a-3.2-fl . �;?F 6 972 E44 ] F7778 8.27 ] F84_71F9 047 9181J 10.99 _711 "These precipitation frequency eslimates are based on a partial du[a_fi6n series. ARI is the Average Recurrence Interval. RN Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. Part,ial,duration based Point Precipitation•Frequency Estimates Version: 3 33.7086 N 116.2153-W -16 ft 9 o 5 4 2 2 3 4 5 .6 7 8 910 20 30 40' 50 80 100 140 200 300 500 700 1000 Average Recurrence Interval (years) Wed Jan 19 18:47:52 2005 Duration 5-min 2 48-hr x 30-daw ni 10: min 3-hr w 4-day 15-min P.-hr -a-. 7 -day e 60-day w 30-min e 12-hr 1N -day 60 -min --?i- 24-hr 20-da4 http://hdsc.nws.noaa.gov/cgi bin/hdsc/buildout.perl?type=pf&series=pd&units'=us&stateiia... 1/19/2005 _711 _77 W-5 . . . . . . . . . . . . . . . 71 i I ITI I I 2 3 4 5 .6 7 8 910 20 30 40' 50 80 100 140 200 300 500 700 1000 Average Recurrence Interval (years) Wed Jan 19 18:47:52 2005 Duration 5-min 2 48-hr x 30-daw ni 10: min 3-hr w 4-day 15-min P.-hr -a-. 7 -day e 60-day w 30-min e 12-hr 1N -day 60 -min --?i- 24-hr 20-da4 http://hdsc.nws.noaa.gov/cgi bin/hdsc/buildout.perl?type=pf&series=pd&units'=us&stateiia... 1/19/2005 HO DRIVE HIGHWAY 111 LA OUINTA VICINITY MAP NOT TO SCALE LEGEND A tote/ 4.06 A3 306.E llowI:rl 0 (TP 310.40) FG =306.3 a a $1 0 a s I N O 3 0 DRAINAGE BOUNDARY DESIGNATION ACRES NODE DESIGNATION NODE ELEVATION FLOW PATH PAD ELEVATION LOT NUMBER EXISTING ELEVATION PROPOSED ELEVATION GRAPHIC SCALE SCALE 1 " =60' E 30 60 120 960 s, M E CL " IMPORTANT NOTICE UNAUTHORIZED CHANGES & USES: nE E l pm P1Alus Nil w BE N 'E file 04 t14BlE tae UINOnA1flO Of tU rn OP MU OF #ff PLANS Ni ORM In PE PLANS 111;6 1 CALL BEFORE YOU DIG X N ON AW IASST BE AWO 8r nE PRPAU OF nff P1i4ht£ o S�"C1XAv 4216 a, nE f Cad' ENGINEER'S NOTE TO CONTRACTOR. - musrww awns w Ar�S ntlr Av = aaw mm N AN AIY1G14Y w"ll lv NANSER ILIRM G�VERIILY ALICFPIED COftSIRbbMV HQIG7W,, Ca1a7RGCu CaV1R1 w Nil X IiI RI ASSN' SW N49 . br =0 "A POW >d 69PNE' aWff UlY fW X8 Sr1E C01U'IAllt4 OU W nE CgA4SL' aF Mfft W aF nE Pi461ECT, AII�U71i1C NIU BE YAiA7 fq4 ItxR P17f- f11?IYA70 S�EIY 6rNi R�RS0k Aw Ann, NT nA51�.lP w m 8r mw r0 API�r CGw/AWt7�L�rMD AvT W a la MAW GILL In hMK NCIirGAC hl= AV CaYSwm 61W1RA W fiWRW AW 10 AiN, AVEDIA4lFYAW hVW Q UNDERGROUND SERVICE ALERT W b nesaV M , UWlY Ping M � " V V TOLL fRE 1- 800 227 -2600 i 0 n nrAir M uWW DDM pN o li i1/4fi w�rS ►t7(I a1► ax P!'W nE MW MCIW N IEQYARED TO TAKE NJ. WNSW IEA2W 70 PROUT RE UlM SiX/W a CITY OF LA QUINTA, COUNTY OF RIVERSIDE,. STATE OF CALIFORNIA I-Y AN - I- nl"OE O-GY MAP REVISIONS DATE I APP. TRAC MAP NO.. 31816 OF ROADRUNNER LANE TAKEN AS NWOO'l VE I The Keith Companies 73 -733 Fred Waring Dr., Suite 100, Palm Desert, GI 92260 (760) 346 -9814 q' ul~ Hm" "ci / OWNER /APPLICANT OF INDIO BENCHMARK TOP OF MONUMENT AT THE SECTION OF WESTWARD HO DRIVE AND ROADRUNNER fA QUINTA NORTH PARTNERS, LP. 2 CROOKED STICK DR. NEWPORT BEACH, CA 92660 1IA n^ ►1. A^e% A^V r-r //M 1NOMPSON ( DEM WNEER STAMP ) DANIEL R. RUIZ DATE DA 7E ( R M CHECK 80YEFRR STAMP ) CITY OF LA Q. U.INTA DATE PROJECT URBAN HABITAT f WESTWARD SHADOWS DESCRIPTION HYDROLOGY MAP SITE ADDRESS ROUDEL LANE & WESTWARD HO DRIVE LEGAL DESCRIPTION TRACT 31816 SEC. 29 , T. 5 S., R. 7 E., SB.B.& M. A.P.N. 649- 040 -007 W O Z SHEET j OF 1 PRIVATE REFERENCE HY921001 J w T. cr- W SEC. 29 R.7E. w HIGHWAY 111 LA OUINTA VICINITY MAP NOT TO SCALE LEGEND A tote/ 4.06 A3 306.E llowI:rl 0 (TP 310.40) FG =306.3 a a $1 0 a s I N O 3 0 DRAINAGE BOUNDARY DESIGNATION ACRES NODE DESIGNATION NODE ELEVATION FLOW PATH PAD ELEVATION LOT NUMBER EXISTING ELEVATION PROPOSED ELEVATION GRAPHIC SCALE SCALE 1 " =60' E 30 60 120 960 s, M E CL " IMPORTANT NOTICE UNAUTHORIZED CHANGES & USES: nE E l pm P1Alus Nil w BE N 'E file 04 t14BlE tae UINOnA1flO Of tU rn OP MU OF #ff PLANS Ni ORM In PE PLANS 111;6 1 CALL BEFORE YOU DIG X N ON AW IASST BE AWO 8r nE PRPAU OF nff P1i4ht£ o S�"C1XAv 4216 a, nE f Cad' ENGINEER'S NOTE TO CONTRACTOR. - musrww awns w Ar�S ntlr Av = aaw mm N AN AIY1G14Y w"ll lv NANSER ILIRM G�VERIILY ALICFPIED COftSIRbbMV HQIG7W,, Ca1a7RGCu CaV1R1 w Nil X IiI RI ASSN' SW N49 . br =0 "A POW >d 69PNE' aWff UlY fW X8 Sr1E C01U'IAllt4 OU W nE CgA4SL' aF Mfft W aF nE Pi461ECT, AII�U71i1C NIU BE YAiA7 fq4 ItxR P17f- f11?IYA70 S�EIY 6rNi R�RS0k Aw Ann, NT nA51�.lP w m 8r mw r0 API�r CGw/AWt7�L�rMD AvT W a la MAW GILL In hMK NCIirGAC hl= AV CaYSwm 61W1RA W fiWRW AW 10 AiN, AVEDIA4lFYAW hVW Q UNDERGROUND SERVICE ALERT W b nesaV M , UWlY Ping M � " V V TOLL fRE 1- 800 227 -2600 i 0 n nrAir M uWW DDM pN o li i1/4fi w�rS ►t7(I a1► ax P!'W nE MW MCIW N IEQYARED TO TAKE NJ. WNSW IEA2W 70 PROUT RE UlM SiX/W a CITY OF LA QUINTA, COUNTY OF RIVERSIDE,. STATE OF CALIFORNIA I-Y AN - I- nl"OE O-GY MAP REVISIONS DATE I APP. TRAC MAP NO.. 31816 OF ROADRUNNER LANE TAKEN AS NWOO'l VE I The Keith Companies 73 -733 Fred Waring Dr., Suite 100, Palm Desert, GI 92260 (760) 346 -9814 q' ul~ Hm" "ci / OWNER /APPLICANT OF INDIO BENCHMARK TOP OF MONUMENT AT THE SECTION OF WESTWARD HO DRIVE AND ROADRUNNER fA QUINTA NORTH PARTNERS, LP. 2 CROOKED STICK DR. NEWPORT BEACH, CA 92660 1IA n^ ►1. A^e% A^V r-r //M 1NOMPSON ( DEM WNEER STAMP ) DANIEL R. RUIZ DATE DA 7E ( R M CHECK 80YEFRR STAMP ) CITY OF LA Q. U.INTA DATE PROJECT URBAN HABITAT f WESTWARD SHADOWS DESCRIPTION HYDROLOGY MAP SITE ADDRESS ROUDEL LANE & WESTWARD HO DRIVE LEGAL DESCRIPTION TRACT 31816 SEC. 29 , T. 5 S., R. 7 E., SB.B.& M. A.P.N. 649- 040 -007 W O Z SHEET j OF 1 PRIVATE REFERENCE HY921001