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33444 (3)CORAL CANYON TRACT MAPf33444 HYDROLOGY & HYDRAULICS REPORT FOR PREPARED BY: S tdM�C PREPARED FOR: CORAL MOUNTAIN TRAILS, LLC 74001 RESERVE DR. INDIAN WELLS, CA 92210 May 17, 2007 1 CORAL CANYON TRACT MAP 33444 HYDROLOGY A HYDRAULICS REPORT FOR OFF -SITE IMPROVEMENTS PREPARED BY: S tantec PALM DESERT DIVISION 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT,. CA 92260 Prepared Under the Supervision of: n Brooks D. Franklin R.C:E.61887 Expiration Date: Sep 30, 2007 %RpFESS/p�\ `l -c No. 61887 Z m Exp. 9/30/07 J'J9T� �1�`\�O���Q f ` � • - CORAL CANYON TRACT MAP 33444 HYDROLOGY & HYDRAULICS REPORT FOR OFF —SITE IMPROVEMENTS TABLE OF CONTENTS: I PURPOSE AND SCOPE DESIGN CRITERIA II SUMMARY OF CALCULATIONS III RETENTION BASIN CALCULATIONS SYNTHETIC UNIT HYDROGRAPH —100 YEAR IV RATIONAL METHOD CALCULATIONS —100 YEAR s V RATIONAL METHOD CALCULATIONS —10 YEAR VI CATCH BASIN DESIGN VII , STORM DRAIN PIPE DESIGN VIII APPENDIX "A" - RCFCD REFERENCE MATERIAL IX APPENDIX `B" - HYDROLOGY MAPS PURPOSE AND SCOPE 1 The purpose of this report is to provide 'a hydrology and hydraulic analysis for the off -site improvements for the proposed Coral Canyon located in the City of La Quinta, California. ' The site is located within the Santa Rosa Mountains southeast of the City of La Quinta, north of the Bureau of Reclamation training dike (Devil Canyon Dike) and south of the existing Quarry Ranch development (TM 30651 and 32117). t This report summarizes the hydrology and hydraulics calculations for the off -site improvements of Jefferson Street and Cahuilla Park Road. The proposed storm drain system - consists of four lines (Lines "A ", "B ", "C ", and "D ") that convey the off -site flows into Retention Basin 1 and the existing Retention Basin A, south of the Bureau of Reclamation Dike # 2. ' The proposed retention basin was sized for the 100-year storm and will handle the off -site street runoff north of the high point in Jefferson Street. In the event of an emergency, water which tops the retention basin will be conveyed to existing Retention Basin A, in keeping with the original drainage patterns. ' Per City of La Quinta requirements, sizing of the storm drain system and catch basins were based on the 100 -year storm event. I- ' This report includes: 1) the determination of on -site drainage areas as identified on the hydrology map for the project; 2) the determination of peak flow rates using the.Rational Method (Riverside County) software by CivilCADD /CivilDesign; 3) the determination of storm drain pipe sizes utilizing `StormCAD' hydraulic software; and 4) the determination of flood volumes for the retention basins utilizing Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Short -cut Method) for the 100 year storm event. 1 l DESIGN CRITERIA The following Riverside County Flood Control District (RCFCD) parameters were used in the preparation of the.analyses: • Antecedant Moisture Condition — 100 year 2 • 2 year — 1 hour Precipitation 0.5" Plate D -4.3 • 100 year — 1 hour Precipitation 2.0" Plate D -4.4 • Slope of Intensity Duration Curve 0.58 Plate D4.6 • 2 year — 3 hour Precipitation 0.7" Plate E -5.1 • 100 year — 3 hour Precipitation 2.6" Plate E -5.2 • 2 year — 6 hour Precipitation 0.8" Plate E -5.3 • 100 year — 6 hour Precipitation 3.1" Plate E -5.4 • 2 year — 24 hour Precipitation 1.1" Plate E -5.5 • 100 year — 24 hour Precipitation 4.0" Plate E -5.6 • Runoff Coefficient 0.90 Plate D -5.6 • Hydrologic Soil Type "A" SUMMARY OF CALCULATIONS W SYNTHETIC UNIT HYDROGRAPH SUMMARY: RETENTION BASIN # 1 - 100 YEAR STORM EVENT STORM EFFECTIVE FLOOD REQUIRED PEAK DURATION RAIN VOLUME STORAGE FLOW -27.05 24 8,626 -28.31 RATE (hour) (in) (cuft) (acft) (cuft) (acft) (cfs) 3. 1.41 22,965 0.53 22,775 0.52 9.63 6 1.18 1 19,231 0.44 19,072 0.44 7.50 24 0.54 1 8,698 0.20 8,626 0.20 1 0.87 RETENTION BASIN SIZING: The proposed retention basins are designed to retain the volume generated by the 100 -year, worst case storm event. ON -SITE VOLUME REQUIRED vs VOLUME PROVIDED RETENTION BASIN # I - 100 YEAR STORM EVENT DURATION • (hour) VOLUME REQUIRED (cf) VOLUME .PROVIDED (cf) MAXIMUM WSEL (ft) 3 .22,775 29,209 -26.67 6 19,072 -27.05 24 8,626 -28.31 f DRAINAGE INLETS All proposed curb inlet catch basins are per City of La Quinta Std. 300, and proposed grated. inlets are Catch Basin No. 4 per Riverside County Standard CB 101. The capacities of the City of La Quinta standard curb inlet catch, basins were analyzed using the weir equation as per the City of La Quinta storm drain requirements. The capacity is 17.6 cfs when W =7' and 20.1 cfs when W =8'; therefore all catch basins should adequately handle flows from the 100 - year storm event. The grated inlets were sized using Hec -12 Drainage of Highway Pavements, March 1984. See the Catch Basin Design Section for detailed calculations for the curb inlet and grated catch basins. A summary is provided below for each inlet. INLET BASIN INLET ' DISCHARGE Qioo (cfs) INLET DISCHARGE Q10 (cfs) INLET TYPE INLET CONDITION SIZE 1 7.20 2.90 CURB INLET CATCH BASIN SUMP W =7' 2 8.39 4.09 CURB INLET CATCH BASIN SUMP W =7' 3 1.77 1.04 CURB INLET CATCH BASIN ON -GRADE W =7' 4 2.53 1.48 CURB INLET CATCH BASIN ON -GRADE W =8' 5 11.97 7.61 GRATED INLET ON -GRADE W =9'x2' i RETENTION BASIN CALCULATIONS RETENTION BASIN # 1 t I [l 1 i I 1 A RCFCD SYNTHETIC UNIT HYDROGRAPH DATA INPUT SHEET WORKSHEET PREPARED BY: - - -- -- - - - - ...... .... ....... -- I B C D JLS CORAL CANYON OFFSITE IMPROVEMENTS 2. 4 5 6 PROJECT NAME _ _ — — TKC JOB # 7 2015033713 9 CONCENTRATION POINT DESIGNATION RETENTION BASIN 1 OFF -SITE 10 AREA DESIGNATION ACRES - -- -- - -- I-------- 12 TRIBUTARY AREAS 13. - -- �.... 14 - -- -- - COMMERCIAL - -__.. 15 PAVING /HARDSCAPE ! 16 SF - 1 ACRE - - - - -- __....- 17 ------- SF - 1/2 ACRE . 4.474 - -- 18 SF - 1/4 ACRE - 19 MF - CONDOMINIUMS 20 MF - APARTMENTS MOBILE HOME PARK 21 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% _ 28 LENGTH OF WATERCOURSE (L) 29 LENGTH TO POINT OPPOSITE CENTROID 30 31 ELEVATION OF HEADWATER 32.03 32 ELEVATION OF CONCENTRATION POINT -25.191 - 34 AVERAGE MANNINGS 'N' VALUE 0.02 36 STORM FREQUENCY (YEAR) _ — 100 38 POINT RAIN___ _ _ 39 - - - -- 3 -HOUR -- - - 40 6 -HOUR - - -- - -- 3.1 41.� - 24- HOUR 4.0 43 BASIN CHARACTERISTICS: ELEVATION -I AREA -u 44 - -29.5 6570.00 45 - - - - - -- -29 7050.15 46 ------ - - - - -- - - - - -- -28 8052.87 -- -- 47 -27 9112.13 48 -26 10227.92 - - - -- -- 49 -26 10227.92 50 PERCOLATION RATE in /hr DRYWELL DATA NUMBER USED __ PER LA COTION RATE cfs -26 10227.92 52 0 53 ! i 54 55 0 56 0 6 l_ L� 1 r 1 1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM TKC JOB # SHORTCUT METHOD BY CORAL CANYON OFFSITE IMPROVEMENTS 2015033713 JLS DATE 5/15/2007 3 -HOUR 6 -HOUR PHYSICAL DATA EFFECTIVE RAIN (in) 1.41 1.18 [11 CONCENTRATION POINT FLOOD VOLUME (cu -ft) (acre -ft) 22,965 0.53 19,231 0.44 RETENTION BASIN 1 REQUIRED STORAGE (cu -ft) (acre -ft) 2 AREA DESIGNATION 19,072 0.44 8,626 0.20 PEAK FLOW (cfs) OFF -SITE 7.50 [31 AREA - ACRES MAXIMUM WSEL (ft) (26.67 ) (27.05 4.474 4 L -FEET 0.25 5 L -MILES 0.000 [61 La -FEET 0.12 [71 La -MILES 0.000 [81 ELEVATION OF HEADWATER 32.03 (91 ELEVATION OF CONCENTRATION POINT -25.19 10 H -FEET 57.22 11 S- FEET/MILE 1208486.4 [121 SAO .5 1099.31 13 L'LCA/SA0.5 0.000 [141 AVERAGE MANNINGS W 0.02 [151 LAG TIME -HOURS 0.00 (161 LAG TIME - MINUTES 0.0 [171100% OF LAG- MINUTES 0.0 [181200% OF LAG- MINUTES 0.0 [191 UNIT TIME- MINUTES 100 % -200% OF LAG 5 24 TOTAL PERCOLATION RATE cfs 0.00 RAINFALL DATA [1] SOURCE [2] FREQUENCY -YEARS 100 3 DURATION: 3 -HOURS 6 -HOURS 24 -HOURS 141 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] [111 AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E -5.6 [131 AREA [14] [15] AVERAGE POINT RAIN INCHES 2.60 4.4741 1.00 2.60 3.10 4.474 1.0of 3.10 4.00 4.474 1.00 4.00 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 0.00 SUM [5] 4.474 SUM [7] [161 AREA ADJ FACTOR 1[171 ADJ AVG POINT RAIN 2.60 SUM (9] 1 4.47 SUM [11] 3.10 SUM 1131 4.47 SUM [15] 4.00 1.000 1.000 1.000 2.60 3.101 4.00 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.41 1.18 0.54 FLOOD VOLUME (cu -ft) (acre -ft) 22,965 0.53 19,231 0.44 8,698 0.20 REQUIRED STORAGE (cu -ft) (acre -ft) 22,775 0.52 19,072 0.44 8,626 0.20 PEAK FLOW (cfs) 9.63 7.50 0.87 MAXIMUM WSEL (ft) (26.67 ) (27.05 28.31) Plate E -2.1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT CORAL CANYON OFFSITE IMPROVEMENTS CONCENTRATION POINT: RETENTION BASIN 1 BY JLS DATE 5/15/2007 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 4.47 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 4.474 SUMI 0.4070 VARIABLE LOSS RATE CURV-HOUR STORM ONLY) Fm= 2 C= 0 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 Panes 'I of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: CORAL CANYON OFFSITE IMPROVEMENTS CONCENTRATION POINT: RETENTION BASIN 1 BY: JLS DATE 5/15/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.47 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.00 UNIT TIME - PERCENT OF LAG 635476.0 TOTAL ADJUSTED STORM RAIN- INCHES 2.60 CONSTANT LOSS RATE -in /hr 0.41 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 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 0.406 0.41 0.37 0.04 0.18 54.44 2 10 0.17 1.3 0.406 0.41 0.37 0.04 0.18 54.44 3 15 0.25 1.1 0.343 0.41 0.31 0.03 0.15 46.06 4 20 0.33 1.5 0.468 0.41 0.42 0.06 0.27 81.87 5 25 0.42 1.5 0.468 0.41 0.42 0.06 0.27 81.87 6 30 0.50 1.8 0.562 0.41 0.51 0.15 0.69 207.50 7 35 0.58 1.5 0.468 0.41 0.42 0.06 0.27 81.87 8 40 0.67 1.8 0.562 0.41 0.51 0.15 0.69 207.50 9 45 0.75 1.8 0.562 0.41 0.51 0.15 0.69 207.50 10 50 0.83 1.5 0.468 0.41 0.42 0.06 0.27 81.87 11 55 0.92 1.6 0.499 0.41 0.45 0.09 0.41 123.75 12 60 1.00 1.8 0.562 0.41 0.51 0.15 0.69 207.50 13 65 1.08 2.2 0.686 0.41 0.62 0.28 1.25 375.01 14 70 1.17 2.2 0.686 0.41 0.62 0.28 1.25 375.01 15 75 1.25 2.2 0.686 0.41 0.62 0.28 1.25 375.01 16 80 1.33 2.0 0.624 0.41 0.56 0.22 0.97 291.26 17 85 1.42 2.6 0.811 0.41 0.73 0.40 1.81 542.52 18 90 1.50 2.7 0.842 0.41 0.76 0.44 1.95 584.39 19 95 1.58 2.4 0.749 0.41 0.67 0.34 1.53 458.76 20 100 1.67 2.7 0.842 0.41 0.76 0.44 1.95 584.39 21 105 1.75 3.3 1.030 0.41 0.93 0.62 2.79 835.65 22 110 1.83 3.1 0.967 0.41 0.87 0.56 2.51 751.90 23 115 1.92 2.9 0.905 0.41 0.81 0.50 2.23 668.15 24 120 2.00 3.0 0.936 0.41 0.84 0.53 2.37 710.02 25 125 2.08 3.1 0.967 0.41 0.87 0.56 2.51 751.90 26 130 2.17 4.2 1.310 0.41 1.18 0.90 4.04 1212.54 27 135 2.25 5.0 1.560 0.41 1.40• 1.15 5.16 1547.56 28 140 2.33 3.5 1.092 0.41 0.98 0.69 3.06 919.41 29 145 2.42 6.8 2.122 0.41 1.91 1.71 7.67 2301.34 30 150 2.50 7.3 2.278 0.41 2.05 1.87 8.37 2510.72 31 155 2.58 8.2 2.558 0.41 2.30 2.15 9.63 2887.61 32 160 2.67 5.9 1.841 0.41 1.66 1.43 6.41 1924.45 33 165 2.75 2.0 0.624 0.41 0.56 0.22 0.97 291.26 34 170 2.83 1.8 0.562 0.41 0.51 0.15 0.69. 207.50 35 175. 2.92 1.8 0.562 0.41 0.51 0.15 0.69 207.50 36 180 3.00 0.6 0.187 1 0.41 0.17 0.02 0.08 25.13 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.41 FLOOD VOLUME (acft) 0.53 FLOOD VOLUME (cult) 22965.08 REQUIRED STORAGE (acft) 0.52 REQUIRED STORAGE (cult) 22775.20 PEAK FLOW RATE (cfs) 9.63 II Plate E -2.2 i Ll 1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: CORAL CANYON OFFSITE IMPROVEMENT CONCENTRATION POINT: RETENTION BASIN 1 BY: JLS DATE: 5/15/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.47 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 0.00 UNIT TIME - PERCENT OF LAG 635476.0 TOTAL ADJUSTED STORM RAIN- INCHES 3.10 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cis) 0.00 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 0.186 0.41 0.17 0.02 0.08 24.96 2 10 0.17 0.6 0.223 0.41 0.20 0.02 0.10 29.96 3 15 0.25 0.6 0.223 0.41 0.20 0.02 0.10 29.96 4 20 0.33 0.6 0.223 0.41 0.20 0.02 0.10 29.96 5 25 0.42 0.6 0.223 0.41 0.20 0.02 0.10 29.96 6 30 0.50 0.7 0.260 0.41 0.23 0.03 0.12 34.95 7 35 0.58 0.7 0.260 0.41 0.23 0.03 0.12 34.95 8 40 0.67 0.7 0.260 0.41 0.23 0.03 0.12 34.95 9 45 0.75 0.7 0.260 0.41 0.23 0.03 0.12 34.95 10 50 0.83 0.7 0.260 0.41 0.23 0.03 0.12 34.95 11 55 0.92 0.7 0.260 0.41 0.23 0.03 0.12 34.95 12 60 1.00 0.8 0.298 0.41 0.27 0.03 0.13 , 39.94 13 65 1.08 0.8 0.298 0.41 0.27 0.03 0.13 39.94 14 70 1.17 0.8 0.298 0.41 0.27 0.03 0.13 39.94 15 75 1.25 0.8 0.298 0.41 0.27 0.03 0.13 39.94 16 80 1.33 0.8 0.298 0.41 0.27 0.03 0.13 39.94 17 85 1 1.42 0.8 0.298 0.41 0.27 0.03 0.13 39.94 18 90 1.50 0.8 0.298 0.41 0.27 0.03 0.13 39.94 19 95 1.58 0.8 1 0.298 0.41 0.27 0.03 0.13 39.94 20 100 1.67 0.8 0.298 0.41 0.27 0.03 0.13 39.94 21 105 1.75 0.8 0.298 0.41 0.27 0.03 0.13 39.94 22 110 1.83 0.8 0.298 0.41 0.27 0.03 0.13 39.94 23 115 1.92 0.8 0.298 0.41 0.27 0.03 0.13 39.94 24 120 2.00 0.9 0.335 0.41 0.30 0.03 0.15 44.94 25 125 2.08 0.8 0.298 0.41 0.27 0.03 0.13 39.94 26 130 2.17 0.9 1 0.335 0.41 0.30 0.03 0.15 44.94 27 135 2.25 0.9 0.335 0.41 0.30 0.03 0.15 44.94 28 140 2.33 0.9 0.335 0.41 0.30 0.03 0.15 44.94 29 145 2.42 0.9 0.335 0.41 0.30 0.03 0.15 44.94 30 150 2.50 0.9 0.335 0.41 0.30 0.03 0.15 44.94 31 155 2.58 0.9 0.335 0.41 0.30 0.03 0.15 44.94 32 160 2.67 0.9 0.335 0.41 0.30 0.03 0.15 44.94 33 165 2.75 1.0 0.372 0.41 0.33 0.04 0.17 49.93 34 170 2.83 1.0 0.372 0.41 0.33 0.04 0.17 49.93 35 175 2.92 1.0 0.372 0.41 0.33 0.04 0.17 49.93 36 180 3.00 1.0 0.372 0.41 0.33 0.04 0.17 49.93 37 185 3.08 1.0 0.372 0.41 0.33 0.04 0.17 49.93 38 190 3.17 1.1 0.409 0.41 0.37 0.00 0.01 2.95 39 195 3.25 1.1 0.409 0.41 0.37 0.00 0.01 2.95 40 200 3.33 1.1 0.409 0.41 0.37 1 0.00 0.01 2.95 41 205 3.42 1.2 0.446 0.41 0.40 0.04 0.18 52.88 42 210 3.50 1.3 0.484 0.41 0.44 0.08 0.34 102.81 43 215 3.58 1.4 0.521 0.41 0.47 0.11 0.51 152.74 44 220 3.67 1.4 0.521 0.41 0.47 0.11 0.51 152.74 45 225 3.75 1.5 0.558 1 0.41 0.50 0.15 0.68 202.67 46 230 3.83 1.5 0.558 0.41 0.50 0.15 0.68 202.67 47 235 3.92 1.6 0.595 0.41 0.54 1 0.19 0.84 252.60 48 1 240 4.00 1.6 0.595 0.41 0.54 0.19 0.84 252.60 49 245 4.08 1.7 0.632 0.41 0.57 0.23 1:01 302.53 50 250 4.17 1.8 0.670 0.41 0.60 0.26 1.17 352.46 51 255 4.25 1 1.9 0.707 0.41 0.64 0.30 1.34 402.39 52 260 4.33 2.0 0.744 0.41 0.67 0.34 1.51 452.32 53 265 4.42 2.1 0.781 0.41 0.70 0.37 1.67 502.25 54 270 4.50 2.1 0.781 0.41 1 0.70 1 0.37 1.67 1 502.25 55 275 4.58 2.2 0.818 0.41 0.74 0.41 1.84 552.18 56 280 4.67 2.3 0.856 0.41 0.77 0.45 2.01 602.11 Plate E -2.2 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT 1.18 FLOOD VOLUME (acft) PROJECT: CONCENTRATION POINT: BY: JLS CORAL CANYON OFFSITE IMPROVEMENT RETENTION BASIN 1 DATE: 5/15/2007 19230.92 REQUIRED STORAGE (acfi) EFFECTIVE RAIN CALCULATION FORM 19071.91 PEAK FLOW RATE (cfs) 7.50 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 4.47 5 0.00 635476.0 3.10 0.407 90% TOTAL PERCOLATION RATE (cfs) 0.00 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 0.893 0.41 0.80 0.49 2.17 652.04 58 290 4.83 2.4 0.893 0.41 0.80 0.49 2.17 652.04 59 _295 4.92 2.5 0.930 0.41 0.84 0.52 1 2.34 701.97 60 300 5.00 2.6 0.967 0.41 0.87 0.56 2.51 751.90 61 305 5.08 3.1 1.153 0.41 1.04 0.75 3.34 1001.55 62 310 5.17 3.6 1.339 0.41 1.21 .0.93 4.17 1251.20 63 315 5.25 3.9 1.451 0.41 1.31 1.04 4.67 1400.99 64. 320 5.33 4.2 1.562 0.41 1.41 1.16 5.17 1550.78 65 325 5.42 4.7 1.748 0.41 1.57 1.34 6.00 1800.43 66 330 5.50 5.6 2.083 0:41 1.87 1.68 7.50 2249.80 67 335 5.58 1.9 0.707 0.41 0.64 0.30 1.34 402.39 68 340 5.67 0.9 0.335 0.41 0.30 0.03 0.15 44.94 69 345 5.75 0.6 0.223 0.41 0.20 0.02 0.10 29.96 70 350 5.83 0.5 0.186 0.41 1 0.17 0.02 0.08 24.96 71 355 5.92 0.3 0.112 0.41 0.10 0.01 0.05 14.98 72 360 6.00 0.2 0.074 0.41 0.07 0.01 0.03 9.99 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.18 FLOOD VOLUME (acft) 0.44 FLOOD VOLUME (cult) 19230.92 REQUIRED STORAGE (acfi) 0.44 REQUIRED STORAGE (tuft) 19071.91 PEAK FLOW RATE (cfs) 7.50 Plate E -2.2 i 1 C RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: CORAL CANYON OFFSITE IMPROVEMENTS CONCENTRATION POINT: RETENTION BASIN 1 BY: JLS DATE: 5/15/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.474 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 0.00 UNIT TIME - PERCENT OF LAG 1906428.0 TOTAL ADJUSTED STORM RAIN- INCHES 4.00 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 0.00 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 0.032 0.719 0.029 0.003 0.01 12.89 2 30 0.50 0.3 0.048 0.710 0.043 0.005 0.02 19.33 3 45 0.75 0.3 0.048 0.702 0.043 0.005 0.02 19.33 4 60 1.00 0.4 0.064 0.694 0.058 0.006 0.03 25.77 5 75 1.25 0.3 0.048 0.686 0.043 0.005 0.02 19.33 6 90 1.50 0.3 0.048 0.678 0.043 0.005 0.02 19.33 7 105 0.3 0.048 0.669 0.043 0.005 0.02 19.33 8 120 0.4 0.064 0.661 0.058 0.006 0.03 25.77 9 135 M2.50 0.4 0.064 0.653 0.058 0.006 0.03 25.77 10 150 0.4 0.064 0.645 0.058 0.006 0.03 25.77 11 165 0.5 0.080 0.638 0.072 0.008 0.04 32.21 12 180 . 0.5 0.080 0.630 0.072 0.008 0.04 32.21 13 195 3.25 0.5 0.080 0.622 0.072 0.008 0.04 32.21 14 210 3.50 0.5 0.080 0.614 0.072 0.008 0.04 32.21 15 225 3.75 0.5 0.080 0.606 0.072 0.008 0.04 32.21 16 240 4.00 0.6 0.096 0.599 0.086 0.010 0.04 38.66 17 255 4.25 0.6 0.096 0.591 0.086 0.010 0.04 38.66 18 270 4.50 0.7 0.112 0.584 0.101 0.011 0.05 45.10 19 285 4.75 0.7 0.112 0.576 0.101 0.011 0.05 45.10 20 300 5.00 0.8 0.128 0.569 0.115 0.013 0.06 51.54 21 315 5.25 0.6 0.096 0.561 0:086 0.010 0.04 38.66 22 330 5.50 0.7 0.112 0.554 0.101 0.011 0.05 45.10 23 345 5.75 0.8 0.128 0.547 0.115 0.013 0.06 51.54 24 360 6.00 0.8 0.128 0.540 0.115 0.013 0.06 51.54 25 375 6.25 0.9 0.144 0.532 0.130 0.014 0.06 57.98 26 390 6.50 0.9 0.144 0.525 0.130 0.014 0.06 57.98 27 405 6.75 1.0 0.160 0.518 0.144 0.016 0.07 64.43 28 420 7.00 1.0 0.160 0.511 0.144 0.016 0.07 64.43 29 435 7.25 1.0 0.160 0.504 0.144 0.016 0.07 64.43 30 450 7.50 1.1 0.176 0.498 0.158 0.018 0.08 70.87 31 465 7.75 1.2 0.192 0.491 0.173 0.019 0.09 77.31 32 480 8.00 1.3 0.208 0.484 0.187 0.021 0.09 83.75 33 495 8.25 1.5 0.240 0.477 0.216 0.024 0.11 96.64 34 510 8.50 1.5 0.240 0.471 0.216 0.024 0.11 96.64 35 525 8.75 1.6 0.256 0.464 0.230 0.026 0.11 103.08 36 540 9.00 1.7 0.272 0.457 0.245 0.027 0.12 109.52 37 555 9.25 1.9 0.304 0.451 0.274 0.030 0.14 122.41 38 570 9.50 2.0 0.320 0.445 0.288 0.032 0.14 128.85 39 585 9.75 2.1 0.336 0.438 0.302 0.034 0.15 135.29 40 600 10.00 2.2 0.352 0.432 0.317 0.035 0.16 141.74 41 615 10.25 1.5 0.240 0.426 0.216 0.024 0.11 96.64 42 630 10.50 1.5 0.240 0.419 0.216 0.024 0.11 96.64 43 645 10.75 2.0 0.320 0.413 0.288 0.032 0.14 128.85 44 660 11.00 2.0 0.320 0.407 0.288 0.032 0.14 128.85 45 675 11.25 1.9 1 0.304 0.401 0.274 0.030 0.14 122.41 46 • 690 11.50 1.9 0.304 0.395 0.274 0.030 0.14 122.41 47 705 11.75 1.7 0.272 0.390 0.245 0.027 0.12 109.52 48 720 12.00 1.8 • 0.288 0.384 0.259 0.029 0.13 115.97 49 735 12.25 2.5 0.400 0.378 0.360 0.022 0.10 88.49 50 750 12.50 2.6 0.416 0.372 0.374 0.044 0.20 175.72 51 765 12.75 2.8 0.448 0.367 0.403--F-- .403 0.081 0.36 327.10 52 780 13.00 2.9 0.464 0.361 0.418 0.103 0.46 413.78 53 795 13.25 3.4 0.544 0.356 0.490 0.188 0.84 757.90 54 810 13.50 3.4 0.544 0.350 0.490 0.194 0.87 779.61 55 825 13.75 2.3 0.368 0.345 0.331 0.023 0.10 92.35 56 840 14.00 2.3 0.368 0.340 0.331 0.028 0.13 113.50 57 855 14.25 2.7 0.432 0.335 0.389 0.097 0.44 392.07 58 870 14.50 2.6 0.416 1 0.330 0.374 1 0.086 0.39 348.22 59 885 14.75 2.6 0.416 0.324 0.374 0.092 0.41 368.50 60 900 15.00 2.5 0.400 0.320 1 0.360 0.080 0.36 324.06 61 915 15.25 2.4 0.384 0.315 1 0.346 0.069 0.31 279.32 Plate E -2.2 1 F1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: CORAL CANYON OFFSITE IMPROVEMENTS CONCENTRATION POINT: RETENTION BASIN 1 BY: JLS DATE: 5/15/2007 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 4.474 UNIT TIME - MINUTES 15 LAG TIME -MINUTES 0.00 UNIT TIME - PERCENT OF LAG 1906428.0 TOTAL ADJUSTED STORM RAIN- INCHES 4.00 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 0.00 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 0.368 0.310 0.331 0.058 0.26 234.29 63 945 15.75 1.9 0.304 0.305 0.274 0.030 0.14 122.41 64 960 16.00 1.9 0.304 0.300 0.274 0.004 0.02 14.43 65 975 16.25 0.4 0.064 0.296. 0.058 0.006 0.03 25.77 66 990 16.50 0.4 0.064 0.291 0.058 0.006 0.03 25.77 67 1005 16.75 0.3 0.048 0.287 0.043 0.005 0.02 19.33 68 1020 700 0.3 0.048 0.283 0.043 0.005 0.02 19.33 69 1035 17.25 0.5 0.080 0.278 0.072 0.008 0.04 32.21 70 1050 17.50 0.5 0.080 0.274 0.072 0.008 0.04 32.21 71 1065 17.75 0.5 0.080 0.270 0.072 0.008--- 0.04 32.21 72 1080 18.00 0.4 0.064 0.266 0.058 0.006 0.03 25.77 73 1095 18.25 0.4 0.064 0.262 0.058 0.006 0.03 25.77 74 1110 18.50 0.4 0.064 0.258 0.058 0.006 0.03 25.77 75' 1125 18.75 0.3 0.048 0.255 0.043 0.005 0.02 19.33 76 1140 19.00 0.2 0.032 0.251 0.029 0.003 0.01 12.89 77' 1155 19.25 0.3 0.048 0.247 0.043 0.005 0.02 19.33 78 1170 19.50 0.4 0.064 0.244 0.058 0.006 0.03 25.77 79 1185 19.75 0.3 0.048 0.241 0.043 0.005 0.02 19.33 80 1200 20.00 0.2 0.032 0.237 0.029 0.003 0.01 12.89 81 1215 20.25 0.3 0.048 0.234 0.043 0.005 0.02 19.33 82 1230 20.50 0.3 0.048 0.231 0.043 0.005 0.02 19.33 83 1245 20.75 0.3 0.048 0.228 0.043 0.005 0.02 19.33 84 1260 21.00 0.2 0.032 0.226 0.029 0.003 0.01 12.89 85 1275 21.25 0.3 0.048 0.223 0.043 0.005 0.02 19.33 86 1290' 21.50 0.2 0.032 0.220 0.029 0.003 0.01 12.89 87 1305 21.75 0.3 0.048 0.218 0.043 0.005 0.02 19.33 88 1320 22.00 0.2. 0.032 0.216 0.029 0.003 0.01 12.89 89 1335 22.25 0.3 0.048 0.213 0.043 0.005 0.02 19.33 90 1350, 22.50 0.2 0.032 0.211 0.029 0.003 0.01 12.89 91 1365 22.75 0.2 0.032 0.210 0.029 0.003 0.01 12.89 92 1380 23.00 0.2 0.032 0.208 0.029 0.003 0.01 12.89 93 1395 23.25 0.2 0.032 0.207 0.029 0.003 0.01 12.89 94 1410 23.50 0.2 0.032 0.205 0.029 0.003 0.01 12.89 95 1425 23.75 0.2 0.032 0.204 0.029 0.003 0.01 12.89 96 1440 24.00 0.2 01032 0.204 0.029 0.003 0.01 12.89 EFFECTIVE RAIN 8 FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.54 FLOOD VOLUME (acft) 0.20 FLOOD VOLUME (cult) 8698.34 REQUIRED STORAGE (acft) 0.20 REQUIRED STORAGE (cult) 8626.41 PEAK FLOW cfs 0.87 Plate E -2.2 r PROJECT: CORAL CANYON OFFSITE IMPROVEMENTS TKC JOB # 2015033713 RETENTION BASIN 1 BASIN CHARACTERISTICS CONTOUR - DEPTH INCR TOTAL (ft) (ft) AREA) INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) -29.5 0 0 6570 0 0 0.00 -29 0.5 0.5 480 7050 3405 3405 0.08 -28 1 1.5 1003 8053 7552 10957 0.25 -27 1 2.5 1059 9112 8583 19539 0.45 -26 1 3.5 1116 10228 9670 29209 0.67 -26 0 3.5 0 10228 0 29209 0.67 -26 0 3.5 0 102281 0 29209 0.67 PERCOLATION CALCULATIONS PERCOLATION RATE MAXWELL IV DRYWELLS NUMBER USED RATE /DRYWELL TOTAL DISSIPATED TOTAL PERCOLATION RATE 0 in /hr 0.00 cfs 0 0 cfs 0 cfs 0.00 cfs Basin Characteristics Dann O of 1 A RETENTION BASIN 1 TKC JOB # 2015033713 . 100 YEAR - 3 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 5 0.18 54 54 0 54 29.49 54 0.00 2 10 0.18 54 109 0 109 29.48 109 0.00 3 15 0.15 46 155 0 155 29.48 155 0.00 4 20 0.27 82 237 0 237 29.47 237 0.01 5 25 0.27 82 319 0 319 29.45 319 0.01 6 30 0.69 208 526 0 526 29.42 526 0.01 7 35 0.27 82 608 0 608 29.41 608 0.01 8 40 0.69 208 816 0 816 29.38 816 0.02 9 45 0.69 208 1,023 0 1,023 29.35 1,023 0.02 10 50 0.27 82 1,105 0 1,105 29.34 1,105 0.03 11 1 55 0.41 124 1,229 0 1,229 29.32 1,229 0.03 12 60 0.69 208 1,436 0 1,436 29.29 1,436 0.03 13 65 1.25 375 1,811 0 1,811 29.23 1,811 0.04 14 70 1.25 375 2,186 0 2,186 29.18 2,186 0.05 15 75 1.25 375 2,561 0 2,561 29.12 2,561 0.06 16 80 0.97 291 2,852 0 2,852 29.08 2,852 0.07 17 85 1.81 543 3,395 0 3,395 29.00 3,395 0.08 18 90 1.95 584 3,979 0 3,979 28.92 3,979 0.09 19 95 1.53 459 4,438 0 4,438 28.86 4,438 0.10 20 100 1.95 584 5,023 0 5,023 28.79 5,023 0.12 21 105 2.79 836 5,858 0 5,856 28.68 5,858 0.13 22 1 110 2.51 752 6,610 0 6,610 28.58 6,610 0.15 23 115 2.23 668 7,278 0 7,278 28.49 7,278 0.17 24 120 2.37 710 7,988 0 7,988 28.39 7,988 0.18 25 125 2.51 752 8,740 0 8,740 28.29 8,740 0.20 26 130 4.04 1,213 9,953 0 9,953 28.13 9,953 0.23 27 135 5.16 1,548 11,500 0 11,500 27.94 11,500 0.26 28 .140 3.06 .919 12,420 0 12,420 27.83 12,420 0.29 29 145 7.67 2,301 14,721 0 14,721 27.56 14,721 0.34 30 150 8.37 2,511 17,232 0 17,232 27.27 17,232 0.40 31 155* 9.63 2,888 20,119 0 20,119 26.94 20,119 0.46 32 160 6.41 1,924 22,044 0 22,044 26.74 22,044 0.51 33 165 0.97 291 22,335 0 22,335 26.71 22,335 0.51 34 170 0.69 208 .22,543 0 22,543 26.69 1 22,543 0.52 35 175 0.69 208 22,750 0 22,750 26.67 22,750 0.52 36 180 0.08 25 22,775 0 22,775 26.67 22,775 0.52 M Basin Depth Analysis D..n.. In ni 1 A 1 1 L� 1 1 RETENTION BASIN 1 TKC JOB # 2015033713 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cuff BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 1 5 0.08 25 25 0 25 29.50 25 0.00 2 10 0.10 30 55 0 55 29.49 55 0.00 3 15 0.10 30 85 0 85 29.49 85 0.00 4 20 0.10 30 115 0 115 29.48 115 0.00 5 25 0.10 30 145 0 145 29.48 145 0.00 6 30 0.12 35 180 0 180 29.47 180 0.00 7 35 0.12 35 215 0 215 29.47 215 0.00 8 40 0.12 35 250 0 250 29.46 250 0.01 9 45 0.12 35 285 0 285 29.46 285 0.01 10 50 0.12 35 320 0 320 29.45 320 0.01 11 55 0.12 35 355 0 355 29.45 355 0.01 12 60 0.13 40 394 0 394 29.44 394 0.01 13 65 0.13 40 434 0 434 29.44 434 0.01 14 70 0.13 40 474 0 474 29.43 474 0.01 15 75 0.13 40 514 0 514 29.42 514 0.01 16 80 0.13 40 554 0 554 29.42 554 0.01 17 85 0.13 40 594 0 594 29.41 594 0.01 18 90 0.13 40 634 0 634 29.41 634 0.01 19 95 0.13 40 674 0 674 29.40 674 0.02 20 100 0.13 40 714 0 714 29.40 714 0.02 21 105 0.13 40 754 0 754 29.39 754 0.02 22 110 0.13 40 794 0 794 29.38 794 0.02 23 115 0.13 40 834 0 834 29.38 834 0.02 24 120 0.15 45 879 0 879 29.37 879 0.02 25 125 '0.13 40 919 0 919 29.37 919 0.02 26 130 0.15 45 964 0 964 29.36 964 0.02 27 135 0.15 45 1,009 0 1,009 29.35 1,009 0.02 28 140 0.15 45 1,054 0 1,054 29.35 1,054 0.02 29 145 0.15 45 1,098 0 1,098 29.34 1,098 0.03 30 150 0.15 45 1,143 0 1,143 29.33 1,143 0.03 31 155 0.15 45 1,188 0 1,188 29.33 1,188 0.03 32 160 0.15 45 1,233 0 1,233 29.32 1,233 0.03 33 165 0.17 50 1,283 0 1,283 29.31 1,283 0.03 34 170 0.17 50 1,333 0 1,333 29.30 1,333 0.03 35 175 0.17 50 1,383 0 1,383 29.30 1,383 0.03 36 180 0.17 50 1,433 0 1,433 29.29 1,433 0.03 37 185 0.17 50 1,483 0 1,483 29.28 1,483 0.03 38 190 0.01 3 1,486 0 1,486 29.28 1,486 0.03 39 195 0.01 3 1,489 0 1,489 29.28 1,489 0.03 40 200 0.01 3 1,492 0 1,492 29.28 1,492 0.03 41 205 0.18 53 1,545 0 1,545 29.27 1,545 0.04 42 210 0.34 103 1,647 0 1,647 29.26 1,647 0.04 43 215 0.51 153 1,800 0 1,800 29.24 1,800 0.04 44 220 0.51 153 1,953 0 1,953 29-21 1,953 0.04 45 225 0.68 203 2,156 0 2,156 29.18 2,156 0.05 46 230 0.68 203 2,358 0 2,358 29.15 2,358 0.05 47 235 0.84 253 2,611 0 2,611 29.12 2,611 0.06 48 240 0.84 253 2,864 0 2,864 29.08 2,864 0.07 49 245 1.01 303 3,166 0 3,166 29.04 3,166 0.07 50 250 1.17 352 3,518 0 3,518 28.98 3,518 0.08 51 255 1.34 402 3,921 0 3,921 28.93 3,921 0.09 52 260 1.511 452 1 4,373 1 ol 4,373 28.87 4,373 0.10 53 265 1.671 502 1 4,875 1 01 4,875 28.81 4,875 0.11 54 270 1.671 502 1 5,378 1 01 5,378 28.74 5,378 0.12 55 275 1.841 552 1 5,930 1 01 5,930 28.67 5,930 0.14 Basin Depth Analysis I RETENTION BASIN 1 TKC JOB # 2015033713 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult ) PERC OUT (cuft) TOTAL IN BASIN (cuft) BASIN DEPTH (ft BALANCE IN BASIN cult acre -ft 56 280 2.01 602 6,532 0 6,532 28:59 6,532 0.15 57 285 2.17 652 7,184 0 7,184 28.50 7,184 0.16 58 290 2.17 652 7,836 0 7,836 28.41 7,836 0.18 59 295 2.34 702 8,538 0 8,538 28.32 8,538 0.20 60 300 2.51 752 9,290 0 9,290 28.22 9,290 0.21 61 305 3.34 1,002 10,292 0 10,292 28.09 10,292 0.24 62 310 4.17 1,251 11,543 0 • 11,543 27.93 11,543 0.26 63 315 4.67 1,401 12,944 0 12,944 27.77 12,944 0.30 64 320 5.17 1,551 14,494 0 14,494 27.59 14,494 0:33 65 325 6.00 1,800 16,295 0 16,295 27.38 16,295 0.37 66 330 7.50 .2,250 18,545 0 18,545 27.12 18,545 0.43 67 335 1.34 402 18,947 0 18,947 27.07 18,947 0.43 68 340 0.15 45 18,992 0 18,992 27.06 18,992 0.44 69 345 0.10 30 19,022 0 19,022 27.06 19,022 0.44 70 350 0.08 25 19,047 0 19,047 27.06 19,047 0.44 71 1 355 0.05 15 19,062 0. 19,062 27.06 •19,062 0.44 72 1 360 1 0.031 10 1 19,072 1 01 19,072 27.05 19,072 0.44 m Basin Depth Analysis D--- 10 n; 1A 1 1� 1 L� 1 1 1 RETENTION BASIN 1 TKC JOB # 2015033713 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 0.01 13 13 0 13 29.50 13 0.00 2 30 0.02 19 32 0 32 29.50 32 0.00 3 45 0.02 19 52 0 52 29.49 52 0.00 4 60 0.03 26 77 0 77 29.49 77 0.00 5 75 0.02 19 97 0 97 29.49 97 0.00 6 90 .0.02 19 116 0 116 29.48 116 0.00 7 105 0.02 19 135 0 135 29.48 135 0.00 8 120 0.03 26 161 0 161 29.48 161 0.00 9 135 0.03 26 187 0 187 29.47 187 0.00 10 150 0.03 26 213 0 213 29.47 213 0.00 11 165 0.04 32 245 0 245 29.46 245 0.01 12 180 0.04 32 277 0 277 29.46 277 0.01 13 195 0.04 32 309 0 309 29.45 309 0.01 14 210 0.04 32 341 0 341 29.45 341 0.01 15 225 0.04 32 374 0 374 29.45 374 0.01 16 240 0.04 39 412 0 412 29.44 412 0.01 17 255 0.04 39 451 0 451 29.43 451 0.01 18 270 0.05 45 496 0 496 29.43 496 0.01 19 285 0.05 45 541 0 541 29.42 541 0.01 20 300 0.06 52 593 0 593 29.41 593 0.01 21 315 0.04 39 631 0 631 29.41 631 0.0.1 22 330 0.05 45 676 0 676 29.40 676 0.02 .23 345 0.06 52 728 0 728 29.39 728 0.02 24 360 0.06 52 780 0 780 29.39 780 0.02 25 375 0.06 58 838 0 838 29.38 838 0.02 26 390 0.06 58 896 0 896 29.37 896 0.02 27 405 0.07 64 960 0 960 29.36 960 0.02 28 420 0.07 64 1,024 0 1,024 29.35 1,024 0.02 29 435 0.07 64 1,089 0 1,089 29.34 1,089 0.02 30 450 0.08 71 1,160 0 1,160 29.33 1,160 0.03 31 465 0.09 77 1,237 0 1,237 29.32 1,237 0.03 32 480 0.09 84 1,321 0 1,321 29.31 1,321 0.03 33 495 0.11 97 1,417 0 1,417 29.29 1,417 0.03 34 510 0.11 97 1,514 0 1,514 29.28 1,514 0.03 35 525 0.11 103 1,617 0 1,617 (29.26)- 1,617 0.04 36 540 0.12 110 1,727 0 1,727 29.25 1,727 0.04 37 555 0.14 122 1,849 0 1,849 29.23 1,849 0.04 38 570 0.14 129 1,978 0 1,978 29.21 1,978 0.05 39 585 0.15 135 2,113 0 2,113 29.19 2,113 0.05 40 600 0.16 142 2,255 0 2,255 29.17 2,255 0.05 41 615 0.11 97 2,352 0 2,352 29.15 2,352 0.05 42 .630 0.11 97 2,448 01 2,448 29.14 2,448 0.06 43 645 0.14 129 2,577 0 2,577 29.12 2,577 0.06 44 660 0.14 129 2,706 0 2,706 29.10 2,706 0.06 45 675 0.14 122 2,828 0 2,828 29.08 2,828 0.06 46 690 0.14 122 2,951 0 2,951 29.07 2,951 0.07 47 705 0.12 110 3,060 0 3,060 29.05 3,060 .0.07 48 720 0.13 116 3,176 0 3,176 29.03 3,176 0.07 49 735 0.10 88 3,265 0 3,265 29.02 3,265 0.07 50 750 0.20 176 3,440 0 3,440 29.00 3,440 0.08 51 765 0.36 327 3,767 0 3,767 28.95 3,767 0.09 52 780 0.46 414 4,181 0 4,181 28.90 4,181 0.10 53 795 0.84 758 4,939 0 4,939 28.80 4,939 0.11 54 810 0.87 780 5,719 0 5,719 28.69 5,719 0.13 55 825 0.10 92 5,811 0 5,811 28.68 5,811 0.13 56 840 0.13 114 5,925 0 5,925 28.67 5,925 0.14 57 855 0.44 392 6,317 0 6,317 28.61 6,317 0.15 58 870 0.39 348 6,665 0 6,665 (28.57 )1 61665 0.15 Basin Depth Analysis n ill 1 1 1 RETENTION BASIN 1 TKC JOB # 2015033713 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 59 885 0.41 369 7,033 0 7,033 28.52 7,033 0.16 60 900 0.36 324 7,357 0 7,357 28.48 7,357 0.17 61 915 0.31 279 7,637 0 7,637 28.44 7,637 0.18 62 930 0.26 234 7,871 0 7,871 (28.411 7,871 0.18 63 945 0.14 122 7,993 0 7,993 28.39 7,993 0.18 64 960 0.02 14 8,008 0 . 8,008 28.39 8,008 0.18 65 975 0.03 26 8,034 0 8,034 28.39 8,034 0.18 66 990 0.03 26 8,059 0 8,059 28.38 8,059 0.19 67 1005 0.02 19 8,079 0 8,079 28.38 8,079 0.19 68 1020 0.02 19 8,098 0 8,098 28.38 8,098 0.19 69 1035 0.04 32 8,130 0 8,130 28.37 8,130 0.19 70 1050 0.04 32 8,163 0 8,163 28.37 8,163 0.19 71 1065 0.04 32 8,195 0 8,195 28.37 8,195 0.19 72 1080 0.03 26 8,221 0 8,221 28.36 8,221 0.19 73 1095 0.03 26 8,246 0 8,246 28.36 8,246 0.19 74 1110 0.03 26 8,272 0 8,272 (28.36)- 8,272 0.19 75 1125 0.02 19 8,291 0 8,291 28.35 8,291 0.19 76 1140 0.01 13 8,304 0 8,304 28.35 8,304 0.19 77 1155 0.02 19 8,324 0 8,324 28.35 8,324 0.19 78 1170 0.03 26 8,349 0 8,349 28.35 8,349 0.19 79 1185 0.02 19 8,369 0 8,369 28.34 8,369 0.19 80 1200 0.01 13 8,382 0 8,382 28.34 8,382 0.19 81 1215 0.02 19 8,401 0 8,401 28.34 8,401 0.19 82 1230 0.02 19 8,420 0 8,420 28.34 8,420 0.19 83 1245 0.02 19 8,440 0 8,440 28.33 8,440 0.19 84 1260 0.01 13 8,452 0 8,452 28.33 8,452 0.19 85 1275 0.02 19 8,472 0 8,472 28.33 8,472 0.19 86 1290 0.01 13 8,485 0 8,485 28.33 8,485 0.19 87 1305 0.02 19 8,504 0 8,504 28.32 8,504 0.20 88 1320 0.01 13 8,517 0 8,517 28.32 8,517 0.20 89 1335 .0.02 19 8,536 0 8,536 28.32 8,536 0.20 90 1350 0.01 13 8,549 01 8,549 28.32 8,549 0.20 91 1365 0.01 13 8,562 01 8,562 28.32 8,562 0.20 92 1380 0.01 13 8,575 0 8,575 28.32 8,575 0.20 93 1395 0.01 13 8,588 0 8,588 28.31 8,588 0.20 94 1410 0.01 13 .8,601 0 8,601 28.31 8,601 0.20 95 1425 0.01 13 8,614 0 8,614 28.31 8,614 0.20 96 1440 0.01 13 8,626 0 8,626 28.31 (28.31)- 8,626 0.20 Basin Depth Analysis D...... 4A ..! 4A RATIONAL METHOD CALCULATIONS 100 YEAR tCCOS- 100.0ut Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 05/15/07 File:CCOS.out ------------------------------------------------7 ----------------------- ****a**** Hydrology Study Control Information English (in -lb) Units used in input data file ------.------------------------------------------------------------------ The Keith Companies, Inc. - S/N 704 ------------------------------------------------------------------------ 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 Standard intensity - duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) . 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity =. 1.600(In /Hr) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(in /Hr) Slope of intensity duration curve = 0.5800 Pervious area fraction = 0.500; Impervious fraction = 0.500 Process from Point /Station 100.000 to Point /Station 101.000 * * °* INITIAL AREA EVALUATION ° * *° Initial area flow distance 64.710(Ft.) Top (of initial area) elevation = 53.640(Ft.) Bottom (of initial area) elevation = 51.030(Ft.) Difference in elevation = , 2.610(Ft.) Slope = 0.04033 s(percent)= 4.03 TC - k(0.390) *[(lengthA3) /(elevation change)]A0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =. 5.000 min. Rainfall intensity = 6.762(in /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 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 = 0.301(CFS) Total initial stream area = 0.058(AC.) ' Pervious area fraction = 0.500 Process from Point /Station 101.000 to Point /Station 102.000 ' * ** *'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation - 51.030(Ft.) End of street segment elevation = 21.860(Ft.) Length of street segment = 1043.900(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 36.000(Ft.) ' Distance from crown to crossfall grade break = 34.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 from Slope grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) - 0.020 ' Gutter width - 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter .= 0.0150 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 = 0.530(CFS) Depth of flow = 0.176(Ft.), Average velocity = 2.836(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.454(Ft.) Flow ,velocity = 2.84(Ft /5) Travel time = 6.13 min. TC 11.13 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.720 Page 1 CCOS_100.0ut Decimal fraction soil group A = 1.000 Decimal fraction soil group B­ 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil ggroup D 0.000 RI index for soil(AMC 2) = 32.00 t Pervious area fraction 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.250(In /Hr) for a 100.0 year storm Subarea runoff = 4.663(CFS) for 1.524(AC.) Total runoff = 4.964(CFS) -Total area = 1.582(AC.) Street flow at end of street = 4.964(CFS) ' Half street flow at end of street = 4.964(CFS) Depth of flow = 0.340(Ft.), Average velocity = 3.915(Ft /s) Flow width (from curb towards crown )= 10.684(Ft.) Gutter width = 2.000(Ft.) Process from Point /Station 110.000 to Point /Station 111.000 Gutter hike from flowline = 2.000(In.) 's * * ** INITIAL AREA EVALUATION * * ** Manning N in gutter = 0.0150 Initial area flow distance = 109.520(Ft.) Top (of initial area) elevation = 55.080(Ft.) Manning's N from gutter to grade break = 0.0150 Bottom (of initial area) elevation = 51.030(Ft.) Manning 's N from grade break to crown = 0.0150 Difference in elevation = 4.050(Ft.) Estimated mean flow rate' at midpoint of street = 5.278(CF5) Slope = 0.03698 • s(percent)= 3.70 Depth of flow = 0.346(Ft.), Average velocity = 3.975(Ft /s) TC = k(0.390) *[(lengthA3) /(elevation change)]A0.2 Streetflow hydraulics at midpoint of street travel: flow warning: TC computed to be less than 5 min.; program is assuming the ' time of concentration is 5 minutes. Travel time - 4.36 min. TC = 9.36 min. Initial area time of concentration - 5.000 min. Adding area flow to street Rainfall intensity - 6.762(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) SINGLE FAMILY. (1/4 Acre Lot) Runoff Coefficient = 0.731 Runoff Coefficient = 0.767 Decimal fraction soil group A - 1.000 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 C = 0.000 Decimal fraction soil group D - 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 RI index for soil(AMC 2) 32.00 Pervious area fraction = 0.500;.Impervious fraction = 0.500 Peervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity - 4.699(In /Hr) for a 100.0 year storm Initial subarea runoff = 0.700(CFS) Subarea runoff = 6.060(CFS) for 1.765(AC.) Total initial stream area = 0.135(AC.) Total runoff = 6.760(CFS) Total area = 1.900(AC.) Pervious area fraction = .0.500 + Process from Point /Station 11.000 to Point /Station 1 2.000 * * ** STREET FLOW TRAVEL-TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 51.030(Ft.) .End of street segment elevation = 21.860(Ft.) . Length of street segment = 1041.020(Ft.) t Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) - 36.000(Ft.) Distance from crown to crossfall grade break = 34.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 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 = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) 's Manning N in gutter = 0.0150 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 = 5.278(CF5) Depth of flow = 0.346(Ft.), Average velocity = 3.975(Ft /s) Streetflow hydraulics at midpoint of street travel: flow ' Halfstreet width = 10.959(Ft.) Flow velocity - 3.97(Ft /s) Travel time - 4.36 min. TC = 9.36 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.731 ' 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 - 4.699(In /Hr) for a 100.0 year storm Subarea runoff = 6.060(CFS) for 1.765(AC.) Total runoff = 6.760(CFS) Total area = 1.900(AC.) Street flow at end of street = 6.760(CFS) Half street flow at end of street = 6.760(CFS) ' Depth of flow = 0.370(Ft.), Average velocity = 4.212(Ft /s) Flow width (from curb towards crown)= 12.158(Ft.) ( ++++++ + + +mrrr +rTr,r,rT + ++±+ + + + +++ + + +� ' Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** initial area flow distance = 92.800(Ft.) Page 2 tCCOS- 100.0ut ' Top (of initial area) elevation = 22.970(Ft.) /^ ` Bottom (of initial area) elevation 21.900(Ft.) I Difference in elevation = 1.070(Ft.) Slope = 0.01153 s(percent)= 1.15 TC = k(0.390) *�(len?thA3) /(elevation change)]A0.2 ' Initial area time of concentration = 5.831 min. Rainfall intensity 6.185(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.759 ' Decimal fraction soil group A = 1.000 Decimal fraction soil group 8 = 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 = 0.282(CFS) Total initial stream area = 0.060(AC.) ' Pervious area fraction = 0.500 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Process from Point /Station 201.000 to Point /Station 202.000 initial subarea runoff = 0.451(CFS) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Total initial stream area = 0.090(AC.) .Top of street segment elevation = 21.900(Ft.) Pervious area fraction = 0.500 End of street segment elevation = 18.370(Ft.) ' Length of'street segment 700.870(Ft.) Process.from Point /Station 211.000 to Point /Station 212.000 Height of curb above gutter flowline = 6.0(In.) Page 3 width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break - 18.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 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 = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width - 2.000(Ft.) Gutter hike from flowline = 2.000(In.) ' Manning 's N in gutter = 0.0150 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 = 0.368(CFS) Depth of flow = 0.213(Ft.), Averagge velocity = 1.182(Ft /s) streetflow hydraulics at midpoint of street travel: '- Halfstreet flow width = 4.295(Ft.) Flow velocity = 1.18(Ft /s) Travel time = 9.88 min. TC 15.72 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.698 ' 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 = 3.480(In /Hr) for a 100.0 year storm Subarea runoff = 1.487(CFS) for 0.612(AC.) Total runoff = 1.768(CFS) Total area - 0.672(AC.) Street flow at end of street = 1.768(CFS) Half street flow at end of street = 1.768(CFS) ' Depth of flow = 0.325(Ft.), Average velocity = 1.596(Ft /s) Flow width (from curb towards crown)= 9.904(Ft.) +++++++++++++++++++++++ +++ ' Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** I ' Initial area flow distance 89.410(Ft.) Top (of initial area) elevation = 32.030(Ft.) Bottom (of initial area) elevation = 30.440(Ft.) ' Difference in elevation = 1.590(Ft.) Slope = 0.01778 s(percent)= 1.78 TC - k(0.390) *[(lengthA3) /(elevation change)]A0:2 Initial area time of concentration = 5.268 min. Rainfall intensity - 6.560(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.764 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 = 0.451(CFS) Total initial stream area = 0.090(AC.) ' Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ ++ +++ +++++++ + + + + +++++ + + ++++++++ Process.from Point /Station 211.000 to Point /Station 212.000 Page 3 t• ' CCOS_100.out AdAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION (` Top of street segment elevation = 30.440(Ft.) End of street segment elevation = 18:370(Ft.) 905.410(Ft.) ' Length of street segment Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) ' Slope from gutter to grade break (v /hz) = 0.080 , 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 = 10.000(Ft.) slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(in.) ' Manning's N in gutter = 0.0150 ' Manning's N from gutter to grade break = 0.0150 's Manning N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.622(CFS) Depth of flow = 0.215(Ft.), Avera a velocity = 1.931(Ft /s) ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.421(Ft.) Flow velocity = 1.93(Ft /s) Travel time - 7.81 min. TC 13.08 min. Adding area flow to street ' SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.710, Decimal fraction soil group A = 1.000 ' Decimal.fraction soil group 8 - 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 = 3.871(In /Hr) for a 100.0 year storm Subarea runoff = 2.080(CFS) for 0.757(AC.) Total runoff - 2.531(CFS) Total area = 0.847(AC..) Street flow at end of street = 2.531(CFS) Half street flow at end of street = 2.531(CFS) ' Depth of flow- 0.314(Ft.), Avera a velocity = 2.523(Ft /s) Flow width (from curb towards crown= 9.362(Ft.) Process from Point /Station 300.000 to Point /Station 301.000 . i4 °Ad INITIAL AREA EVALUATION dAdd Initial area flow distance = 97.700(Ft.) Top (of initial area) elevation Bottom (of initial area) elevation = 30.670(Ft.) ' Difference in elevation = 1.360(Ft.)' Slope 0.01392 s(percent)= 1.39 TC = k(0.390)* Vlen?thA3) /(elevation change)]A0.2 Initial area time of concentration = 5.732 min. Rainfall intensity = 6.247(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.760 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil ggroup D = 0.000 index for 2) 32.00 RI soil(AMC = Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.773(CFS) Total initial stream area = 0.163(AC.) ' .Pervious area fraction = 0.500 1302.000 Process from Point /Station 301.000 to Point /Station *AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION A4AA ' Top of street segment elevation = 30.670(Ft.) End of street segment elevation = - 25.190(Ft.) Length of street segment = 1727.780(Ft.) Height of curb above gutter flowline 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 0.020 Slope from grade break to crown (v /hz) = Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 , ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 - 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 = 11.001(CFS) Depth of flow = 0.415(Ft.), Average velocity = 4.995(Ft/S) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.407(Ft.) Page 4 ' CCOS- 100.out ' Flow velocity - 4.99(Ft /s) ' Travel time = 5.77 min. TC = 11.50 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.718 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 fraction 0.500 Pervious area fraction = 0.500; impervious Rainfall intensity = 4.172(in /Hr) for a 100.0 year storm ' subarea runoff 12.912(CFS) for 4.311(AC.) Total runoff = 13.686(CFS) Total area = 4.474(AC.) Street flow at end of street = 13.686(CFS) ' Half street flow at end of street = 13.686(CFS) Depth of flow = 0.441(Ft.), Average velocity = 5.265(Ft/s) Flow width (from curb towards crown). 15.725(Ft.) + + ' 0 Process from Point /station O1 000 to Point /station 402.. 0 0 ' aaaa INITIAL AREA EVALUATION aaaa Initial area flow distance = 103.080(Ft.) Top (of initial area) elevation = - 11.800(Ft.) ' Bottom (of initial area) elevation = - 13.290(Ft.) Difference in elevation = 1.490(Ft.) ' Slope 0.01445 s(percent)= 1.45 TC = k(0.300)a[(lengthA3) /(elevation change)]A0.2 warnin : TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. ' Initial area time of concentration = 5.000 min. Rainfall intensity - 6.762(in /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient - 0.873 Decimal fraction soil group A = 1.000 Decimal fraction soil group 8 = 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 = 0.100; impervious fraction 0.900 Initial subarea runoff = 0.384(CFS) ' Total initial stream area = 0.065(AC.) Pervious area fraction = 0.100 Process from Point /Station 403.000 to+ Point/Station 404.000 ' aaaa INITIAL AREA EVALUATION aaaa ' Initial area flow distance = 103.030(Ft.) Top (of initial area) elevation = - 10.050(Ft.) Bottom (of initial area) elevation - - 12.710(Ft.) ' Difference in elevation - 2.660(Ft.) Slope 0.02582 s(percent)= 2.58 ' TC = k(0.300)a[(lengthA3) /(elevation change)]A0.2 warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. initial area time of concentration 5.000 min. ' Rainfall intensity - 6.762(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 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 = 0.100; Impervious fraction = 0.900 initial subarea runoff = 0.484(CFS) Total initial stream area 0.082(AC.) ' Pervious area fraction = 0.100 ++a-F+ i 6 ++ M F+ Process from Point /Station 405.000 to Point /Station 406.000 ' aaaa INITIAL AREA EVALUATION aaaa initial area flow distance = 119.420(Ft.) Top (of initial area) elevation = - 10.180(Ft.) Bottom (of initial area) elevation = - 13.290(Ft.) Difference in elevation = 3.110(Ft.) ' Slope = 0.02604 s(percent)= 2.60 TC = k(0.300)a[(lengthA3) /(elevation change)]A0.2 warning: TC computed to be less than 5 min.; program is assuming the time og concentration is 5 minutes. \' Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 1.000 Page 5 CCOS- 100.out 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 =. 0.100; Impervious fraction = 0.900 initial subarea runoff 0.449(CFS) Total initial stream area .0.076(AC.) Pervious area fraction = 0.100 End of computations, total study area = 9.70 (AC.) The following figures may be used for a unit hydrograph study of-the same area. Area averaged pervious area fraction(Ap) = 0.491 Area averaged RI index number = 32.0 Page 6 9 RATIONAL METHOD CALCULATIONS 10 YEAR el 1- �11 1 COOS- 10.0ut Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 version 6.4 Rational Hydrology Study - - -- Date_ -05 /15/07 File:000S.out ------------------------------------ ----------------------- Hydrology Study Control Information * * * * * * * * ** English (id -lb) Units used.in input data file ------------------------------------------------------------------------ The Keith Companies, Inc. - S/N 704 ------------------------------------------------------------------------ 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 Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity - 2.830(In /Hr) 10 year storm 60 minute intensity = 1.000(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = '1.000(In /Hr) Slope of intensity duration curve = 0.5800 ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 64.710(Ft.) Top (of initial area) elevation = 53.640(Ft.) Bottom (of initial area) elevation = • 51.030(Ft.) Difference in elevation = 2.610(Ft.) Slope = 0.04033 s(percent)= 4.03 TC = k(0.390) *[(lengthA3) /(elevation change)]A0.2 Warning: TC computed to be.less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration 5.000 min. Rainfall intensity = 4.226(In /Hr:) for a 10.0 year storm 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 Initial subarea runoff = 0.176(CFS) Total initial stream area = 0.058(AC.) Pervious.area fraction = 0.500 +4-f-+++Illlllllllllliilllliillillillillillillilliilillillillillillliiii Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET.FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 51.030(Ft.) End of street segment elevation = 21.860(Ft.) Length of street segment - 1043.900(Ft.) Height of curb above gutter flowline - 6.0(In.) width of half street (curb to crown) = 36.000(Ft.) Distance from crown to crossfall grade break 34.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 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 - 8.000(Ft.) Slope from curb to property line (v /hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from'flowline = 2.000(In.) Manning's N in gutter - 0.0150 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 = 0.311(CFS) Depth of flow = 0.140(Ft.), Average velocity = 2.656(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = •2.000(Ft.) Flow velocity = 2.66(Ft /s) Travel time = 6.55 min. TC = 11.55 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.665 Page ' CCOS- 10.out 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 = 2.600(In /Hr) for a ' 10.0 year storm Subarea runoff = 2.637(CFS) for 1.524(AC.) Total runoff = 2.813(CFS) Total area = 1.582(AC.) Street flow at end of street - 2.813(CFS) Half street flow at end of street = 2.813(CFS) Depth of flow = 0.293(Ft.), Average velocity = 3.445(Ft/s) Flow width (from curb towards crown)= 8.306(Ft.) Process from Point /Station 110.000 to Point /Station 111.000 **** INITIAL AREA EVALUATION * * ** ' Initial area flow distance - 109.520(Ft.) Top (of initial area) elevation = 55.080(Ft.) Bottom (of initial area) elevation = 51.030(Ft.) Difference in elevation = 4.050(Ft.) Slope = 0.03698 s(percent)= 3.70 TC - k(0.390) *[(lengthA3) /(elevation change)]AO.2 ' warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity - 4.226(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.719 ' Decimal fraction soil group A = 1.000 Decimal fraction soil group e = 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 = 0.410(CFS) Total initial stream area = 0.135(AC.) Pervious area fraction = 0.500 ' Process from Point /Station 111.000 to Point%Statlo+n 112.000 * *4 °. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 51.030(Ft.) End of street segment elevation = 21.860(Ft.) ' Length of street segment = 1041.020(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 36.000(Ft.) Distance from crown to crossfall grade break = 34.000(Ft.) Slope from break gutter to grade (v /hz) = 0.080 Slope from break grade to crown (v /hz) 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) ' Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 's from Manning N grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.093(CFS) Depth of flow = 0.300(Ft.), Average velocity = 3.521(Ft /s) ' streetflow hydraulics at midpoint of street travel: flow Halfstreet width = 8.671(Ft.) Flow velocity = 3.52(Ft/s) Travel time = 4.93 min. TC = 9.93 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.675 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 - 2.839(in /Hr) for a 10.0'year storm Subarea runoff = 3.383(CFS) for 1.765(AC.) Total runoff = 3.794(CFS) Total area = . 1.900(AC.) street flow at end of street = 3.794(CFS) ' Half street flow at end of street = 3.794(CFS) Depth of flow = 0.317(Ft.), Average velocity = 3.685(Ft/s) I Flow width (from curb towards crown)= 9.501(Ft.) ' +++++++++++++++++++++++++++++++++++++++ + + + + +++++++++++H++++ + + Hill + ++++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 92.800(Ft.) Page 2 CCOS- 10.out l Top .(of initial area) elevation = 22.970(Ft.) Bottom (of initial area) elevation 21.900(Ft.) ' Difference in elevation = 1.070(Ft.) Slope = 0.01153 s(percent)= 1.15 TC = k(0.390) *[(lenythA3) /(elevation change)]A0.2 initial area time of concentration = 5.831 min. Rainfall intensity = 3.866(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.710 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 = 0.165(CFS) Total initial stream area 0.060(AC.) Pervious area fraction 0.500 Pr} o ess from Point /Station 201.000 to Point /station 202.000 * ** *'STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *494 ' Top of street segment elevation = 21.900(Ft.) End of street segment elevation = 18.370(Ft.) Length of street segment = 700.870(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown.to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 . ' 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 = 10.000(Ft.) Slope from curb-.to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) ' Gutter hike from flowline 2.000(In.) Manning's N in gutter = 0.0150 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 = 0.215(CFS) Depth of flow = 0.170(Ft.), Average velocity = 1.242(Ft /s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width 2.154(Ft.) Flow velocity = 1.24(Ft /s) Travel time 9.41 min. TC = 15.24 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.647 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 gainfall intensity - 2.214(In /Hr) for a 10.0 year storm Subarea runoff = 0.877(CFS) for 0.612(AC.) Total runoff - 1.042(CFS) Total area = 0.672(AC.) ' street flow at end of street = 1.042(CFS) Half street flow at end of street = 1.042(CFS) Depth of flow - 0.282(Ft.),. Average velocity = 1.420(Ft /s) Flow width (from curb towards crown)= 7.791(Ft.) ++i f+ a-H ++ Process from.Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * °* Initial area flow-distance 89.410(Ft.) ' Top (of initial area) elevation = 32.030(Ft.) Bottom (of initial area) elevation = 30.440(Ft.) Difference in elevation = 1.590(Ft.) Slope = 0.01778 s(percent)= 1.78 TC = k(0.390) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 5.268 min. Rainfall intensity = 4.100(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.716 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 = 0.264(CFS) \' Total initial stream area = 0.090(AC.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++ +++++ + +++ +++++ +++++++ + +++++++++ Process from Point /Station 211.000 to Point /Station 212.000 ' Page 3 4 ' CCOS- 10.out * ** *.STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ° * ** Top of street segment elevation = 30.440(Ft.) End of street segment elevation = 18.370(Ft.) Length of street segment = 905.410(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) . = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) ' Slope from gutter to grade break (v /hz) = 0.080 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 = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) ' Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning 's N from grade break to crown = 0.0150 Estimated mean flaw rate at midpoint of street = 0.364(CFS) ' Depth of flow = 0.175(Ft.), Average velocity = 1.964(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 2.426(Ft.) Flow velocity = 1.96(Ft /s) Travel time = 7.68 min. TC = 12.95 min. ' 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 e = 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 = 2.433(In /Hr) for a 10.0 year storm Subarea runoff = 1.212(CFS) for 0.757(AC.) Total runoff = 1.476(CFS) Total area = 0.847(AC.) Street flow at end of street = 1.476(CFS) Half street flow at end of street = 1.476(CFS) Depth of flow = 0.272(Ft.), Average velocity = 2.244(Ft/s) Flow width (from curb towards crown)= 7.287(Ft.) Process from Point /station 300.000 to Point /station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 97.700(Ft.). Top (of initial area) elevation = .32.030(Ft.) Bottom (of initial area) elevation = 30.670(Ft.) Difference in elevation - 1.360(Ft.) Slope = 0.01392 s(percent)= 1.39 TC - k(0.390) *((lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 5.732 min. Rainfall intensity = 3.904(In /Hr) for a 10.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.711 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 - 0.452(CFS) Total initial stream area = 0.163(AC.) ' Pervious area fraction = 0.500 Process from Point /Station 301.000 to Point /Station 302.000 ' * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 30.670(Ft.) End of street segment elevation = - 25.190(Ft.) Length of street segment = 1727.780(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v /hz) = 0.080 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 = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) manning 's N in gutter = 0.0150 l 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 = 6.433(CFS) Depth of flow - 0.358(Ft.), Average velocity = 4.398(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.560(Ft.) ' Page 4 ' CCOS- 10.out ' Flow velocity = 4.40(Ft /s) Travel time = 6.55 min. TC = 12.28 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.661 ' 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 =. 2.510(In /Hr) for a 10.0 year storm Subarea runoff = 7.155(CFS) for 4.311(AC.) Total runoff - 7.607(CFS) Total area = 4.474(AC.) Street flow at end of street = 7.607(CFS) ' Half street flow at end of street = 7.607(CFS) Depth of flow = 0.375(Ft.), Average velocity = 4.574(Ft/s) Flow width (from curb towards crown= 12.395(Ft.) RI index for soil(AMC 2) = 32.00 Process from Point /Station 401.000 to Point /Station 402.000 Pervious area fraction = 0.100; impervious fraction = 0.900 * * ** INITIAL AREA EVALUATION * * ** Initial subarea runoff 0.299(CFS) Total initial stream area = 0.082(AC.) Initial area flow distance = 103.080(Ft.) Pervious area fraction - 0.100 Top (of initial area) elevation - - 11.800(Ft.) ' Bottom (of initial area) elevation = - 13.290(Ft.) Difference in elevation = 1.490 (Ft.) Slope = 0.01445 s(percent)= 1.45 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 ' warning: TC computed to be less than .5 min.; program is assuming the time of concentration is 5 minutes.' Initial area time of concentration - 5.000 min. Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff,Coefficient - 0.864 Decimal fraction soil group A = 1.000 ' Decimal fraction soil group 8 = 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 = '0.100; Impervious fraction = 0.900 initial subarea runoff = 0.237(CFS) Total initial stream area = . 0.065CAC.) Pervious area fraction - 0.100 ++++++±+++++++++++++ ++++++++ + ++++++++ ++++++++++ +1i- rte+,++ +++++ +++++++++ ' Process from Point /Station 403.000 to Point /Station 404.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 103.030(Ft.) Top (of initial area) elevation = - 10.050(Ft.) Bottom (of initial area) elevation = - 12.710(Ft.) ' Difference in elevation = 2.660(Ft.) Slope = 0.02582 s(percent)= 2.58 TC - k(0.300) *[(lengthA3) /(elevation change)]A0.2 l warning: TC computed to be less than .5 min.; program is assuming the time of concentration is 5 minutes. initial area time of concentration 5.000 min. ' Rainfall intensity - 4.226(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 1.000 Decimal fraction soil group e = 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 = 0.100; impervious fraction = 0.900 Initial subarea runoff 0.299(CFS) Total initial stream area = 0.082(AC.) ' Pervious area fraction - 0.100 Process from Point /Station 405.000.to Point /Station 406.000 * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.420(Ft.) Top (of initial area) elevation = - 10.180(Ft.) Bottom (of initial area) elevation - 13.290(Ft.) Difference in elevation .= 3.110(Ft.) ' Slope 0.02604 s(percent)= 2.60 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 warning: TC computed to be less than 5 min.; program is assuming the l time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. ' Rainfall intensity = 4.226(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 1.000 Page 5 CCOS- 10.out 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 = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.277(CFS) Total initial stream area = 0.076(AC.) Pervious area fraction = 0.100 End of computations, total study area = 9.70 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.491 Area averaged RI index number = 32.0 Page 6 CATCH BASIN DESIGN DATE: 12/20/2006 PROJECT: CORAL CANYON RE: OFF -SITE CATCH BASIN CALCULATIONS SIDE OPENING SUMP BASIN CALCULATIONS: JOB NO: 2015033713 BY: JLS PER CITY OF LA QUINTA'STORM DRAIN REQUIREMENTS, SUMP CATCH BASINS SHALL BE SIZED USING THE WEIR EQUATION IF FLOW IS BELOW THE TOP OF CURB, AND THE ORIFICE EQUATION FOR DEPTHS ABOVE TOP OF CURB IF WE LIMIT THE PONDED DEPTH TO THE TOP OF CURB (T.C.), WE HAVE: Q = 3.33`b.H "' (WEIR EQUATION) where, b = WIDTH OF BASIN OPENING (ft) H = HEIGHT OF PONDED WATER ABOVE THE FLOWLINE (ft) FOR VARIOUS OPENING WIDTHS (b) AND H = 10" (0.83') Q = 3.33`b "(0.83)'5 bft Qcfs 4.00 10.1 7.00 17.6 8.00 20.1-. Coral Canyon Off -Site Drainage Tract # 33444 May 15, 2007 Job No: 2015033713 Inlet Design Table Catch Basin Node Number Flow 0100 Bypass Flow Inlet Flow Calculated Length (ft) Slope ( %) Depth (ft) Minimum Clear . cfs ) (cfs) (cfs) Opening Length ft C13-1 102 14.24 0.00 14.24 .5.66 SAG 0.83 7.0 CB -2 112 10.31 0.00 10.31 4.09 SAG 0.83 7.0 CB 73 202 1.77 0.00 .1.77 5.85 0.62 0.32 7.0 CB -4 212 2.53 0.00 2.53 7.39 0.62 0.36 8.0 C13-5 302 13.69 1.72 -. -11.97 -- 1.36 --- 9'x2' GRATE CB -5 First Inlet 100 Year Storrs Event Interception Capacity of Combination Inlet or Grated Inlet On -Grade Diagram of Irregular Cross-Section Variables W r t .. L y � Y!1 Et 5 t S n 5 4 Equations Used: cis flow rate to inlet S= .;'i;':O:OT36::;:` ftlft street longitudinal slope SX :'l):02: " ' ft/ft street cross -slope Sw ;` ;;0:0833;: ft /ft slope of gutter depression Se 0.0292 ft ft composite street cross -slope Se (SW'W. +S. T,) /(W +T,) Manning's n for street section F" 0, ft length of curb opening upstream of grate T,= ; `,< ,23.:5 =' =`:` ft width of flow outside gutter depression W= . ft width of grate ... , F.,,, > Wwe= . ft . width of gutter depression S„/S,= 4.17 For the curb opening upstream of the grate: LT= 49.40 ft (from Chart 9) ' LT= 0.6'Q^0.42'S^0.3'(1 /nS,) ^0.6 ULT= 0.00 E= 0.00' (from Chart 10) E= 1- (1- ULT) "1.8 Q;= 0.00 cfs interception capacity of the curb opening upstream of the grate Qi= E•Q Q -Qi= 13.69 cfs Q at grate For the grate: T= 18.18 ft '(from Chart 3) Q= 0.56 /n'S.^1.67'S ^.51T "2.67 Wlr= 0.11 V= 4.14 ft/s (from Chart 2) V= 1.12/n'S^0.5'S„^0.671T ^0.67 ' E,= tj'C}M135!'i': (from Chart 4) Rf= ,' 1.00 (from Chart•7) (from Chart 8) E= 0.43 E= Rf'E. +R; (1 -Eo) Q;= 5.95 cis interception capacity of the grate. Q, =E'Q QbyPem= 7.74' cis flow rate to downstream inlet QbyP Q -Q, 9 Interception Capacity of Combination Inlet or Grated Inlet On -Grade CB -5 Second Inlet 100 Year Storm Event Q= 7.74 cfs S= 0.0136 Rift %= 0.02 ft/ft S,,,r 0.0833 ft/ft Sa 0.0292 ft/ft n= 0.016 Q at grate For the grate: T,= 23.5 ft W= 2 ft We 4 ft SM/S% 4.17 V= 3.59 flow rate to inlet street longitudinal slope street cross -slope slope of gutter depression composite street cross -slope Manning's n for street section length of curb opening upstream of grate width of flow outside gutter depression width of grate width of gutter depression For the curb opening upstream of the grate: ti Equations Used: Se (SW'W +S.'T,) /(W +T,) LT= 38.88 ft (from Chart 9) LT= 0.6'Q^0.42 *SAO .3'(1 /nS,) "0.6. L/LT= 0.00 E= 0.00 (from Chart 10) E= 1- (1- ULT) "1.8 Q,= 0.00 cfs interception capacity of the curb opening upstream of the grate Q, =E'Q Q -Qi= 7.74 cis Q at grate For the grate: T= 14.68 ft (from Chart 3) Q= 0.56 /n•S,Al.67'S ^.51T "2.67 Wrr= 0.14 V= 3.59 ft/s (from Chart 2) V= 1.12/n'S^0.5•S„ ^0.67 T ^0.67 (from Chart 4) Rr— 1.00 (from Chart 7) R, °Is (from Chart 8) E= 0.51 E= Rf'Ea +R,'(1 -Eo) Q,= 3.93 cis interception capacity of the grate Qi =E'Q QT= 9.87 ds interception capacity of two grates 0T =(1st Qi + 2nd Qi) Qbypa,a 3.82 cfs flow to downstream inlet QbyP.,i Q-Q1 Interception Capacity of Combination Inlet or Grated Inlet Oh -Grade CB -5 Third Inlet 100 Year Storm Event Q= 3.82 cfs flow rate to inlet S= 0.0136 ft/ft street longitudinal slope S% 0.02 ft/ft street cross -slope Sw 0.0833 ft/ft slope of gutter depression Se 0.0292 ft/ft composite street cross -slope n= 0.016 Manning's n for street section L= -_<< 0..: :. it length of curb opening upstream of grate T,= 23.5 it width of flow outside gutter depression W= 2 it width of grate Wa 4 it width of gutter depression S.1%= 4.17 QT= 11.96 cfs For the curb opening upstream of the grate: LT= 28.89 ft (from Chart 9) ULT= 0.00 E= 0.00 (from Chart 10) , Q,= 0.00 cfs interception capacity of the curb opening upstream of the grate Q -Qi= 3.82 cfs Q at grate For the grate: T= 11.27 It (from Chart 3) W/T= - 0.18 V= 3.01 ft/s (from Chart 2) 044 (from Chart 4) ', ] n; (from Chart 7) R3= __,,,;•'0..1.9,3:::;,:': (from Chart 8) E= 0.55 Qj= 2.09 cfs interception capacity of the grate QT= 11.96 cfs interception capacity of three grates Qbypess= 1.73 cfs flow to downstream inlet Equations Used: Sa (S.*W +S. T,) /(W +T j LT =0.6'Q ^0.42 "S ^0.3'(1 /nS.) "0.6 E= 1- (1- ULT) "1.8 Qi =E'Q Q= 0.56 /n *%A 1.67•S ".5"T ^2.67 V= 1.12/n *SA 0.5'Sx^0.67'T ^0.67 E =Ri E, +R,•(1 -Eo) Qi =E•Q QT =0 st Qi + 2nd Qi + 3rd Qi) Qb1j.i Q-Q1 . g:. -•,tio ",.la ;iiio�.o'w +o�.z . _ , .. � > . � � . -' •�tT�':�: •�� :i'i'i:; • . ... + - .. ` - . • -,'`•` 1, . •, 11 1 F] m !. m m m m m M M, a m m m m m m Em-,m m 10 • �, 5 y ' 3. ; 4 , O Q:l: A2 0.3 0 4` 05`. ' 0 6.. d:? 0.8 0.9 . 1.0 LENGTH. DF• GHATE t` ..(FTY ' .Chart 7; ffte„inlet frontal \flow intereepiion effciency. GIVEN RET',I COL INE 'GRATE: L= 3 -FT C ♦■ All ,Y ' per. "... �• `. �� .r _ w �..:...}..�w.�.r•r r 't,� < '7� 'ter• -\ � 3. ; 4 , O Q:l: A2 0.3 0 4` 05`. ' 0 6.. d:? 0.8 0.9 . 1.0 LENGTH. DF• GHATE t` ..(FTY ' .Chart 7; ffte„inlet frontal \flow intereepiion effciency. ��� s . s�s�■�r■r�►�►aan v�a�a ����� ®o�as�. ■wsa�t �aa■�►�t�s°i- ��s�i�� Lei � ®® 14 MW a N6 f � � • •: N • e .01 t : • 1 • 1 Cross Section for JEFFERSON STREET (INITIAL) 't:.: n- Yt':.'. r.. }� y{;. ncw��> ,.l!s ...ia'.. ^1 +. )µ x.yys✓ .4_'. :.yr� Pc- s<..: it .;:r... "5 �, � >�;:• yu.L. 4 ! Fj, l�"�� � I7C ,4 x X .: S !°i 1�� - ..�R S -1 Y K. i h{ y y � --S' !- S' o�ect�D`escrlptlon ; , i � � � ��� E �r ,� �4 , y ?�� , �� � t� r� ,,� � , �, �� �.� ,t( o� i r � � r•, . ;�� �r .45x. . > F ,.✓r 4r s 'v, ,? . - s 'r o i �u' 1 s .. ..7st;..e.�[+.."'. ?tf au.-. c: a., a ::tr,:x:cs�ma.._a:x.r'.....yr..a e.; Cl:.o,_.....,..7.._s...,.w.+,.5 .i,1 L• t.. r•s:.., ......�. ,.:. sv'& i{: .. {o,,,,;�,;,y.A......�1,,:..�. oa -i ._x,. ..- .fY._. x .. x.....:k.._ k°. -.. _.: Friction Method Manning Formula Solve For Discharge �. �a,�. f, •�„i,- ti r•E 4 l� °i 3y '� Y J•- 'i`Y4r= : ,t c XL 9 tr`7 4'vi k [ t ;^i s Y 1 +m- �' - �, r. -. r�R r jt ....v. ,n t%t7r�ald47i r {;:. ti'.: �,`:P w4.-u 4;34 .}q' - I.t >_tL �; �, }^�S.�4J g rid Sit }. nr t} i3` {. .1 7 `-q�t :r ,x 3 )za s x%.fi.>•s ;pimY «rTR, ?e>.t;.ps,,euid.rr;.saxai�t'� 1''§¢ - 7 �" �t�+ �,r ' � r -�,.".i� � ? c� l �' Channel Slope 0.02650 ft/ft Normal Depth 0.86 ft Discharge 14.61 P/s Station s Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 5/15/2007 1:58:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Worksheet for JEFFERSON STREET (INITIAL) a.y,�.;, .. - .�}.,. :�, X? ft a,.�r w�, >lry..� 1. � r: ;:K3'� F .� ;;'•ii:'- "�(= <'.'�. � i �++ �: n ::ti:r.+::`'!7 °e:t:�y5l:'":;s'. _,:1. : z.:tiA' �':•. '� , n.. i. q 9i � .� ix.. rf M1Fj. 4.L=a, a�."y'=��•L•�:� :.:ty` ..c.� .;`E.. �.�::;i:; >;t,' `" 2�" , "i' >K Project Description � ,� �,� qtr, it • � ,� �.�,At �, � � � � t ��� s � � a 1.:. au..f.:r:�s:,x..•_;kerY.,`_w�3: ti:.. i. ffi.-,. E. a :.�.r!3.ni�:H�,.r+....'F.vu::.v r.!? i�.tH ?�.. i.!{.t.. ..._:.ii...2i. �" fc�.�.; +^`i.E;a.-v. a: .c �.i.0 ?s:.:.��_. ti Friction Method Manning Formula Solve For Discharge . . r. u:! >'.r „x- ,.,, ?rs. ' •, :. .... _�r. -:G ,`.::.r�- ..,,.., -n� ":r.: :.4!" :i`1aC 'N "'u':F 4: �:l'n.S�. ti- 1'' rr .F} �_.tR �mi.,.-c'� �" :+, u:. A' �,a^'n -ti: �&"•'v;.�c.a� ;�.,a��,rri:`i •.:?:.:s. ?,x,i ;�� -'�ca ;:N�;w} h:,i+.�,uKr..;n,�i, jr `'��'''� (:` %2i.Y"..a�i., .,C..i.;�,p 4t - i � � !.Y -eC,- A• i ,.:s' °;:!?*;:::+ -•.J � .fir, -, a,fri ��!�. n�7� ,� -c t 9 7.s �' t idu'ig.{;E �t � r''f R � . Yy1 -- :...�.:i..:..y,-ru:eesa...�.. axe: �, �: t%.': 5:, ��a::,.,. M:• �,. �., c�.. �.. u: s ..t_a•,.s.:t..t,?3�,,..Q�: -..., �.. •a�:.c4S...,...� i,'a.k.i� «,....n..a& th�•Y :�i�:sE :�,. <_.:���w.,.:t;3:_�.;�;.�6.F Channel Slope 0.02650 ft/ft Normal Depth 0.86 ft Section Definitions 0 +00.00 0 +00.00 0 +33.00 0 +34.00 0 +35.00 0 +60.00 Roughness Segment Definitions 100.50 - 100.00 99.34 98.84 99.34 100.38 (0 +00.00, 100.50) (0+60.00,100.38) 0.035 j"p?raut��$"S'� Y' �, +,��zr' ' .6��'�•. d '� 'x'tt'��fi � �.?�d j����� .:fit' �y°`�'_y�p'_ x7-. a'�°y�°w:�j"��',�'.J'.,.,•w��ri . `1:�K,,w�'�a a�S''�: � t at GlResultse�?��j��n�ei'���i 'y%, <� ;c .x.� }' t'• ��. �:,.,�r"'L.��i�•Ltis%�� =ri����# �i` &fcr � <s ��'�'y a'"u. �{�f ��,� Discharge 14.61 'ft /s Elevation Range 98.84 to 100.50 ft Flow Area 6.02 ft2 Wetted Perimeter 28.90 ft Top Width 28.65 ft Normal Depth 0.86 ft Critical Depth 0.85 ft Critical Slope . 0.03064 ft/ft Velocity 2.43 ft/s Velocity Head 0.09 ft Specific Energy 0.95 ft Froude Number 0.93 Bentley Systems, Inc. Haestad Methods Solution'Center FlowMaster [08.01.058.00] 5/15/2007 1:58:23 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 - 755 -1666 Page 1 of 2 ! Worksheet for JEFFERSON STREET (INITIAL) �:: X*5�, dr s„ � y 1. - t rK r .� S � � �A�` ' xu,-� >,�� �r�^J � i f"r, - . x v 1'�lr'_ .. .. .. aka � ! s• � + Results � .S {� y tA} ,,�,�,�� , i x � Q r� ' �' {�• v � eir` t i� y � � ,� � �, 4 � 5 , i � � � ^' .._....f:t.'�.fi { t ve '�.•.•A'?:v�i.s.: `!.::;r ..T i�. `..}:� ...... . i1 .. .. -: ... {:....... G ... .x. ?_...__. ...._..:. a _t ........ .: _......._. 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Upstream Depth 0.00 ft Profile Description Profile'Headloss 0.00 ft " Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft /s Normal Depth 0.86 ft Critical Depth 0.85 ft Channel Slope 0.02650 ft/ft . Critical Slope 0.03064 ft/ft 5/15/2D07 1:58:23 PM I 9 Y Bentley Systems, Inca Haestad Methods Solution Center FlowMaster [08.01.058.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 Cross Section for JEFFERSON STREET ,Pro Friction Method Manning Formula Solve For Discharge .'•�¢�}'•.vFte-= a'rv."r- ?,�T.:? ,a'��> ?(! {'- '°y„'Y.^:;.!aec :na �,;psj .�7 ?s F_+5..•n..�:, -`rr, ear. nr.,w. _ x;va'4'•.;._�Tf?.r...wr�a•u e.d�,.,r; ,...y _ Y; ri- ,,..•..ay.:,.- Sr.yv„o.4,:'Vr> - } � C' -.<i r:. �:} `�..�:�� }k; fit` i•E.�? 'S'_��SS�''r:..:3 `:Y� •i,•�r4�4i:' 't�,t:�` -Ti �'y. p c •.r=' LnAr.u�Daia . ,,:R�:.:3� d w..',( 6 . 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Li ..si,_ai's.'+G ti..�� ^T'�-'rc`tY,•� ±4 Channel Slope 0.02650 ft/ft Normal Depth 0.65 ft Section Definitions 0+00.0 0 +07.5 0+08.0 0+10.0 0 +44.0 Roughness Segment Definitions 100.00 99.85 99.35 99.51 100.19 (0+00.0,100.00) (0+44.0,100.19) 0.019 ME Discharge 37.52 ft /s Elevation Range 99.35 to 100.19 ft Flow Area 7.90 ft Wetted Perimeter 34.72 ft w Top Width 34.50 ft a ;Normal Depth 0.65 ft Critical Depth 0.76 ft . Critical Slope 0.00794 ft/ft Velocity 4.75 ft/s Velocity Head 0.35 ft Specific Energy 1.00 ft Froude Number 1.75 Flow Type Supercritical Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.00] 12/19/2006 9:56:44 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 z Worksheet for JEFFERSON STREET :./.'.�.:�:.�....:':. r-J �':+, m:..°°: 7. L•," aomq;, m;, •yiY•i�•x.,rf8 >•T.. ^::4,�,rn-e. rrm;��4Y,'ot.:•r.- ::S•-^. �R+-• J::: mlm: nnw- in�y... 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Haestad Methods Solution Center FlowMaster [08.01.058.001 5/1512007 1:58:54 PM .. 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 Cross Section for JEFFERSON STREET SUPERELEVATED Pro S ciription. Friction Method Manning Formula. Solve For Discharge • V� 1hp Channel Slope 0.01360 ft/ft Normal Depth 0.74 ft Discharge 25.10 ft3/s NPO pj'. N. I I TIN, I L MINIP Oil 101.50 101.00 100.50 1()0.00 99.50 99.00 . ..... . ..... . .... . ..... ...... . ..... . . ........... ..i._....._...__ ... ...... . . ..... .... ............... ........... -.4 . .. . ...... +06 0+26 '0-46 'D+Gd 1 0+80 , Station I Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 311412007 2:48,21 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for JEFFERSON STREET SUPERELEVATED ..:....:..... Pro a Descn tl n ' Friction Method Manning Formula Solve For Discharge :Input Data y �, � !7 if I=1Tlh ���7� y ` �+, y .. � .. ,� ..a. ?. .t ��.�l�.....,. ,...'r.�,:��ti'9 •a] ..o��? .. ,6, s�� , Channel Slope 0.01360 ft/ft Normal Depth 0.74 ft Section Definitions 0 +00.00 0 +00.50 0 +02.50 0 +70.50 0 +72.50 0 +73.00 1 0+93.00 Roughness Segment Definitions 101.7b 101.20 101.37 98.65 98.48 98.98 99.38 (0+00.00,101.70) (0+93.00, 99.38) 0.019 i�'j, t�3+ � krr 101(5, ' MUM LY•" �irunril9 }14r '' • �M . d ,., i �? .'.7f.�� 3lfr� %Y�� +•�h� � y 1U s,li.Jif.:L[c7 U77JJ.• Discharge 25.10 ft /s Elevation Range 98.48 to 101.70 ft Flow Area 7.06 ft2 Wetted Perimeter . 28.98 ft Top Width 28.75 ft Normal Depth 0.74 ft Critical Depth 0.79, ft Critical Slope 0.00827 ft/ft Velocity 3.56 ft/s 'Velocity Head 0.20. ft' Specific Energy 0.94 ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 3/1412007 2:48:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2 Worksheet for JEFFERSON STREET SUPERELEVATED Results'- Froude Number 1.27 Flow Type Supercritical . . . . .. .... ... . .... .... Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 Per viii ", 'i Z-g ro T, t W M Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 A Downstream Velocity Infinity ft/s Upstream Velocity Infinity fits Normal Depth 0.74 ft Critical Depth 0.79 ft Channel Slope 0.01360 ft/ft Critical Slope 0.00827 ft/ft 9 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 3/14/2007 2:48:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-155-1666 Page 2 of 2 Cross Section for CAMILLA. PARK ROAD All ctDe Friction Method Manning Formula Solve For Discharge 011, MR T Channel Slope 0.00620 ft/ft Normal Depth 0.69 ft Discharge 2102 ft /s - 4 4 =2 100.20 100.10 100.00 or - I T- 99.90 99.80 99.70 99.60 LU 99.40 99.30' S920 .99.10 L 0+06 0+15 0+20 0+25 0+30 Station Bentley Systems, Inca Haestad Methods Solution Center FloWMaster [08.01.058.00] 1211912006 10:00:31 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1 I Worksheet for CAMILLA PARK ROAD �4 :Pro eeti.Descrlytlon:y-r,� �� �. -., - __ - - w �r� -- ;�::_:•:, _ x �,�: �-- >;�:.,' J.�.l. `F c;, r .;a'!:?'` ����, l ' H=',rc,.s:i %'�, y : � Y71ly'e_,'3 ^_3�.' � ','. � :- ..�`..:. ... ,..�.�..i.•:o-•`i'.. _• :.{Kirb_S ' ^�.'.L1a.•�:'o'LJ:+�.'L•'.'.. siu 3•'2ums- Ji�S2"� >..u_••S:..b.'... .. Wn•_.: 1S1 L...- � .:}2'.4J_'.�3:.:�'.::::'.::ip.. _ i:.$'r.r_....:. Friction Method Manning Formula Solve For Discharge .•l.i Y. ..... ...,qnw .!^,T -. .... •. .. - .•u . ... �:_•.JYrN�•�'a._.r_,.±r«pf:."� �^,'ee�',�•^'�r �.T.:•Zi'S �$�.• .:*.:: /{i'^�T�^��w'r C: •,�r.'•,��+- ���.�, ♦�, �r :Y.x p y:.:� fit. ,,; �.�� QV:r��:a'r,``�?`-ry"�"•Y;I: , f.. -.,c.r ,y.�'( —� � ;ri:n�;�, s •lr''�i.�,1c,:r.5i .rx �-••- si.:� %�y� r}z�t -�Y.. ik - z 4.,f � °,S'bi.�:i� InPutzpata. ,ts.. _�t� fl, a„r•'Y3S_3��2�ir: •<,, . }; �•c�x yam, x ,•r �4,,:,�'7y''�„'�,h +•,;� r t 3�r� �x`n���.,�.n..: <�.,;� ._. :- �� -.` -�_ - rm3.... - M41R�..`t�J�....'r"r.J�:�'o .�%_,.�.i.►..�Lx.:n.. ,a,n�c+.s:*_ty. Channel Slope 0.00620 ft/ft Normal Depth 0.69 ft Section Definitions 0 +00.0 100.00 0+09.5 99.81 0+10.0 99.31 0 +12.0 99.47 0+30.0 99.83 Roughness Segment Definitions Discharge 23.02 (0+00.0.100.00) Elevation Range (0 +30.0, 99.83) 0.019 Flow Area 8.64 ft' Wetted Perimeter 30.39 ft sdt�e��l�.t�g er -',r. c.• r, ,,.( .2''iv ». r. §61 .t, 'i[a r?9'akcr :Sr 0r y .9{ .arm'. ^A. :,� Discharge 23.02 ft3 /s Elevation Range 99.31 to 100.00 ft Flow Area 8.64 ft' Wetted Perimeter 30.39 ft Top Width 30.00 ft i i -':Normal Depth 0.69 ft , �•� Critical Depth. 0.66 ft Critical Slope 0.00825 ft/ft Velocity .2.66 ft/s Velocity Head 0.11 ft Specific Energy 0.80 ft Froude Number 0.87 Flow Type Subcritical Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster (08.01.058.00) 1211912006 10:00:21 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1. 203 -755 -1666 Page 1 o1 2 Worksheet for CAHUILLA PARK ROAD ' Srca:x "•�• -.er• -9"•- Si�f1 <f4q ,.�: q�l yrn._ �. }:v : =.4' :ir` A' 1] C - _ . •sri ''- r ' ' ♦ �Fd :::l: ..s_r 4• �' al [� ��.p�'a2.,F_� +re. �`�f" �... 't�'1•, ^:CsJ. ..+>�" ..t• awS:= Ly::n;�yp,_ ...... �'a� ,.._. .,- �..s;.._.s�•isiYS.:'�i...�v' `'. :c^ - L..'• L.,..SS'�:liiSU...r::i;'� — ,ne.yc:_:'(i:�J::'�[� �`'- �. u_ ��s_ y..,�........:�cecci�'�z:v7srt1 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 4��nn, �- ♦ {�L'.�r� ."f ^= "iJ "�`w �b'Wt- 3,12,111111;-5 7120-15 .,i,w i=.,} '6€'�1�"t^ "7;" 5.{ `rjeyf.3 Rn'-•r�' -i, y T1 -. ii,` "`t'q: I.KN G' .5' 4a.�irr� r>`+ K'� r••... r ��'�'3'a`i?r, y;, -L : Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.69 ft Critical Depth 0.66 ft . Channel Slope 0.00620 ft/ft Critical Slope 0.00825 ft/ft ' •r Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 1211912006 10:00:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 2 of 2 I Cross Section for CAHUILLA PARK ROAD E, Friction Method Manning Formula Solve For Discharge g M "&MK'_- fzw Channel Slope 0.00620 ft/ft Normal Depth 0.50 ft Discharge 8.00 ft3/S NAR OR 0 -A ri a Via, 100.2 100.1 100.0 993 99.8 99.7 V 99.6 Lu 99.4 99.3 99.2 99.1 0 0 .... ........... o ks 0 ..... . . ...... 0 0. ......_4............. {...._ ........ . ....... 0' . ..... f. ....... 0­ ... . . ..... . .. . ....... .......... .. . . ....... ........... . .... 1. 0 ........... ......... - 0 0+00 0+05 0+10 0+15 0+20 0+25 0+: Station 0 i Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 1211912006 9:59:41 AM 27 Siernons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for CAMILLA PARK ROAD ro ec ..D s �. Z�'� - .�ci:Sa �.bd!1•E':i <�.: �����._ .._. �•; f.:...-. ��.:::: iui. 7is: �::.....dfuff:,'_,:u;;:�k•Lia - ••..• .•.•. .,. .: e:._:s::� i Friction Method Manning Formula Solve For Discharge q "^SY'1'.`G•.ss..x�. xrr _�-- .!mzcc ,;'r.:.- ,°.�.. .....,:Lr'_ _ �.^ w ;>x^�;,.�..- ;••��.�..a,:f ". ?!^; t^a'°`: '313v -?o:t K'..';:� ±•.�.��.,;;,.,.s�.._ !H -r`^ ': ,at,�{.,'>? t �& °u""ys�G °ter. - .r a ^N s - rrr )nQUt,Data f G� S7 1 } J {i 4K r F . !� , is 2 F{ x ' C ft y {h ! k s . —i EMUS L,ib "•*_ L_ _ •v d..r !i`�"� ° -rLT: s `.."�••�}.3i'k 'r td. 4.. 'diY c_'"" 2u, i. 1`_-" t- y�:..;.�',.1.Ys.ci;, fy Fiu�euic'.i1.J.. �4�...: t.:...:.S Channel Slope 0.00620 ft/ft Normal Depth 0.50 ft Section Definitions 0 +00.0 0 +09.5 0 +10.0 0 +12:0 0. +30.0 Roughness Segment Definitions 1 100.00 99.81 99.31 99.47 99.83 s Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00) 12/19/2006 9:59:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 (0 +00.0, 100.00) (0+30.0,99.63) 0.019 yy :l a .... ,! ,!f2� aif"' � y' • "'� �,�. g•- :r. - -a"',^ ctii., sr�.'•�i' :.. sin. =_�G � =t'�k$ cc''-- Discharge 8.00 ft /s Elevation Range 99.31 to 100.00 ft Flow Area 3.86 ft' Wetted Perimeter 19.72 ft . Top Width 19.50 it : +Normal Depth l 0.50 ft Critical Depth 0.47 ft Critical Slope 0.00940 ft/ft Velocity 2.07 ft/s Velocity Head 0.07 ft Specific Energy 0.57 ft Froude Number 0.82 Flow Type Subcritical . s Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00) 12/19/2006 9:59:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 I� I Worksheet for CAMILLA PARK ROAD .._ '-'<�':i�c��r.:•:...... _.... ..Hmay.. �.u.^ :•t- -:i T':- - n.•an.�' ..y.: - ,.� _ - -5.,. ..G -UF.�n -�., are' ,;ax:�; :,:w•x�� >:�:_�;;,_�_�;�:.� .,. >_ ��',.,�� 's�.::.✓._�� - '•:._ +x_:. >3.ud�_W3'`" ::c=:= '<:� -s. era.:. v:. �. x' ss•....< ,...:•...a::ta...:.:::_�.:�'�', Downstream Depth 0.00 ft Length 0.00 It Number Of Steps .0 ts. �'•I.�, ',as"- -,.-a' '� e�C frr, u.. it !ET-`J '' �?°'P'� y?Sc.�. '. a,,.� ".tau` tp.,,'.� =1 ,• . ;n�F;s;�r c cW �) r �t �..,,.: , t{'ti F �:a 1�:;c i r. Pn-�.•a °"_!n^�, :rSP"+"' : � . "'r`_5�' n G��!�,i� D.a`a.:PRtA p• ��u��]Eft .Pi' 'w�ZiPi3": °•"• ".JiTsm�t��r ''y``t }t X .If,�s..�� y�aT+ -t`� ,}ur� Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 It Downstream Velocity Infinity ft/s. Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.47 ft Channel Slope 0.00620 ftlft Critical Slope 0,00940 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/19/2006 9:59:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 2 of 2 Cross Section for EXISTING JEFFERSON STREET Friction Method Manning Formula Solve For Discharge Ctt3ta RETEMPAEN' Lrfi Channel Slope 0.01000 ft/ft Normal Depth 1.27 ft Discharge 347.28 fts1s; 72.80. ... . .............. ... ......... — 72.50. 72.40 7210- ................ 72.00 71.80 > 71.60 LU 71.40' 71.20 71.00 70.80 70.10' .......... ....... 70.40 0+00 0+20 . . . 0+40 0+60 0+80 Station 0 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.00] 12/20/2006 11:03:23 AM 27 Sle mons Company Drive Suite 200 W Watertown, 6T 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for EXISTING JEFFERSON STREET Friction Method Manning Formula Solve For Discharge 5...1 „rrYT- °-ir:ci,.'s• .r'=- �'rr.- '•>,,.:: tip'3':� - :_s:;..:..- p.!;.w ^ti'y;�..r.:•, ;.:r:�C,;m;.p -.mss, .;,aS;°�* -1r� ,, - a� . {y"�?8;L•;3. y� <:r�,ryY�,b.��r. 1 c 75+3?_ n at,Datax t� J Q� {7 ..e .stz�,'g''7 r { 17 �'•�' rr a,r,r-r•. .Y -?J_, urY,• tt �s�'..'if' c��[. '4'}s r� �%;i'.e6'...;p•r =� �,_.!r 1..� "S+, � z1�,4 ;1�..' �,i r_.P... - ",.5:. �•�; . ^ i.-- �4' ^R�?�'^.:^"cci¢':i+.Sa•! 1?'< - "4 -��u��:r �:.:_s�� -' .:. `Y�`• r•S�o:"�"�...�, t:i��x�:f :;= F�... •',..2_..r.: e.e�a� Channel Slope 0.01000 fttft Normal Depth 1.27 ft Section Definitions 0 +00.00 0 +11.90 0 +28.49 0 +28.74 0 +30.71 0 +60.76 0+63.70 0+72.93 0 +75.90 0+79.34 0+94.55 Roughness Segment Definitions 72.67 72.54 71.25 70.63 70.79 71.20 71.22 71.22 70.95, 70.84 71.90 (0+00.00,72.67) (0+94.55, 71.90). 0.019 i Discharge 347.28 ft' /s ' Elevation Range 70.63 to 72.67 ft Flow Area 54.74 ft Wetted Perimeter 74.92 It Top Width 74.42 It Normal Depth 1.27 It Critical Depth 1.42 ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/20/2006 11:03:12 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755 -1666 Page 1 of . 2 � I Worksheet for EXISTING JEFFERSON STREET .,h _ Ty �. ..,a:mt. - T.n.., :i.�..:. ", :.,_µr�•� a 4.. ,{ .�'.`4''.. ....: .. i. i .:._. _ �..:. .:.n. .. : -.:. - ;.. •. �:' � ..-, �uSii. Wit,- ea.[ S i.j Y.. %a ",. `3.., - `<i3. ate:•. :. �n: �:�, :;,i ��i'SJ' . ' �.• �.. e•,•,.,•.=.,>,:..:: i:.:,: E�a' ra_ s. i ;c.....:.ia`s.�+....a�:i��.�!} _.... - .si;�u,.:.= .'.sr.:...n --'�; ism. �- r�' i; ��:• a�iii•_~ 1,., �:•:' i' i4w�a:. �:.. �.,.. s: �.._.,.: i::._ a! ri:_': i. 1F' '..:n::ci�:`�. }..- ...:._.....s, Critical Slope 0.00559 ft/ft Velocity 6.34 ft/s ' Velocity Head 0.63 ft Specific Energy 1.90 ft Froude Number 1.30 ' Flow•Type Supercritical i . • ,V< t7. i r'� aA _ .�P � .G'•• �t _ 1 �..1�(S,'• 'y� LL} i. _ Y tJ �QBt � - n - A! A. •. _ _'lye x . %1 N .1 .. f k�' ' Downstream Depth 0:00 ft Length 0.00 ft ' Number Of Steps 0 ! ' Upstream Depth 0.00 ft Profile'Description Profile Headloss 0.00 ft ' Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.27 ft ' Critical Depth 1.42 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00559 ft/ft ii � I ' Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00) 12/20/2006 11:03:12 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2 1 in Cross Section for EXISTING JEFFERSON STREET - P n� r 3,:•; - .�.....J ............. ,.p ,., ... ^ - ,:- .. , �: � �.p. -- ��:Sr�vy. -. ; 1a•`� _F-4!? bLd 'cF .h, .b ...h -.r.:. ._.�._ i��.- .... veaiu_.. ._�i_tL•_°•.1 "}.4:f•::....v".s. .4�? ' =e�i:f �..+_•$'= :!:.is'`m':rv...,.«i': �i... `.'."dai_......._...�._. e.. n...-. es. �_ ��i... t..N,.�:".....- ,.�.ti:.�.:::_7.: ::.i Friction Method Manning Formula Salve For Discharge ��.q�tarms - .�-- --.e:_ .:.• �:,- - .��r,,..,a.�,,;�. -�.,- cs_,�_•�.T��,: —.,�.. .Kh�;:,,�. -c.. �: - -..;, .: :.�c, .i°v`•' -;KS -.�-. r'��`,`- t•::'�'es;. :; .,,..; °f"•".s.Cn: Yom,';. <.a:xa>v...c.�:".eT•7;,wr ? ?v,:.;.., :•.?t; ;r- •c:!t,',�4:... - - - ,:''t --•, ?`- �s"k':• '.?*. ;.. .. _s.,d,. ;,r..a�- .,,::'�i,,, .�[. _ - - '!w!r =�•` ":;t�•:;': .:.,�. � :t. .-.t ,:.C.,- _ _ �F -.1"•T _ - i_:. r.,i.;... -. ;�0 Ut.Data :.u.�saa� t*�'�. "t_ � _•ii „: �' ��^''.1s"•:v'�a4:. '��P� rSr�r� ^�'ur -y�y a' ^�. s.:-:, , `•:h,r,.. vt•k_.. _ �r..: e�;:;.�r.:, ;J.ac•: - -- - =' ' I' �,. �:' i,...• ti, E.`•.- :fr�....t.. ^'zi:ea��'r�'':+''a: `�.��+FC ��t: ta.+ l_...:. le.. w.. a?.'. L�„ �.'.:.-..:: 5' L'+: c.' �. z- "�Stxii.+��.ur.3..mc.:p�:r.t.3- d�as'�M1ti=..';��.,'- `::.:x;,� Channel Slope 0.01000. ft/ft Normal Depth 0.59 ft Discharge 29.65 ft /s tCtosS�Sectlorr�Frna'• �� mac.., �. -- _ �� -�, .•.'= - � -� :� •� � ,����� —.ate ::�;� �• 3 n 72.80 72.60 72.40 7220 72.00 0 71.80 m 71.60 L' 71.40 7120 71.00 70.80 70.60 70.40 0 ►00 Station Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/2012006 11:02:10 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 i Worksheet for EXISTING JEFFERSON STREET - -b. ..4.. •S. g: `,'rvi;' _ ::1,':�'.yji, � >i!;c, sc.:i"': .... :P,ro e'• 'D.escri ' tio'n:• • :.. .• :. •�_�:�� . �.��;;,.,,, _,<:�:.._ .- _ t;.... = SI:s,'.!•r.. - .:.'J. t'Ar J i i' =' S:�C'f .L- - �1i :. a •'l: +a �: �:':.- 3.�a�x3.�.� .•...,n.m�.1�u:.:.: °,.ire.:. v. ».J.._:. •%••... ;., :Si -'` ._. ...:- .:u•i����J.u`.':,e�. ..:= �iy a=:: �:== ;.�i'•a.....:,:uL�.:,�.....�J., �:,_:ii:'.i'�_ Friction Method Manning Formula i Solve For Discharge i '^T'�.�L . ^a.. ^' ' ^„qC3. t °RL c - b:r"'^? -�-'• 7.. �•3;,;T ..� F`. i- ;; :v;rxy:;;:i'•;ri3.°,.: •.;.•r - :.-syx ^�.:, -s . °'�'. -�' ' ":,C t.. .. i�o...•.w:ir' :F ?? ,; a.. Mi� _.,w?`%q;�i , a. T;.::.. ::•1T' r ^. V. T ;Inry(��u�Data•:,o,�;,' ' ..�� �+• -- -'� yr: �� - .�. :.�; �, �� ,: ,:�•_,....Y:,... �:;:,_: -.J r.. i i,,+ ? 4 �fA.:1 F,i. b`I ac••.d. YC�.:, > �,� f �:y , a., IY�.F'?.X ``". .- r -4.•., _,. �'iS ^:Y .�, f:.ni:X✓�' .. 2'; �!! .( { qC .; .'• ..•�, •t..,n d tr;_u^;.:i C � �-F"'= ,cf�`lx:.•._'Lzf..'n �. �•.* .i;;gp2� -f -• fir' a �'r f"R+. ,c � -.. :i � ter' "�I," " ,� '"fa3.dSF'�1�S�.:, -� mss...::- ::i,::.v7• � ru..r:�.cn ^a5idn. •'k` Channel Slope 0.01000 ft/ft Normal Depth 0.59 ft Section Definitions 0+00.00 0+11.90 0+28.49 0+28.74 0 +30.71 0+60.76 0+63.70 0+72.93 0 +75.90 0 +79.34 0 +94.55 Roughness Segment Definitions 72.67 72.54. 71.25 70.63 70.79 71.20 71.22 71.22 70.95 70.84 71.90 (0 #00.00, 72.67) (0+94.55, 71.90) 0.019 S ' '�¢J;�.," ff:�_?�� { . �• ai)M �' � a'i�i;;� o'p� . •{� ah ',.�./,� r. '31st '.v: r "C! + ��h -� �jl ',.� L'i� ^� �,._�.n3•- :r:. _ 3ssc •c•k ?�Si:.J:�u Discharge 29.65 ft /s Elevation Range 70.63 to 72.67 ft Flow Area 10.42 ft' Wetted Perimeter 47.50 ft Top Width 47.06 ft Normal Depth 0.59 ft Critical Depth 0.61 ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/2012006 11:01:57 AM 27 Siemons Company Drive'Sulte 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 1 -of 2 M ' 1 Worksheet for EXISTING JEFFERSON ON STREET �-- _ p p {, �, :rr —wr :aePv I + ?:' t {a :-.� tr 3`!- L :.�`:: ,.'rd��`- � ^.', rte': Z'- ••'t'tWr •' :IAl 4..�tillJXir ,"+.�:.t .,��- .fr ,-�.'li /e:� ,:�'�� .�.�-ee:ri: '' -, - F :(i.. � 1 1 4 yl J �' !y ry / .. , Fn �IS � �.viWS'¢ -li. a. r.. L' �( ii�e' IQan: ua: Yt. ne. �v.-.. ..�::1�:1,�:6e'.�i:a.3�t�:��.. 4�S.i: '��� G Ib`S .��:T..�: yy- w:.�;c ' 1 1 •:°..fit ..t6:;"•`.i'(t .. _._:,- .OVki'^ .....,:E::G�_.ia:m.t,��.}z:� e...:�.v.a• �_.�f.�� ..rr:Li'i Critical Slope . 0.00903 ft/ft ' Velocity Velocity Head 2.84 ft/s 0.13 ft Specific Energy 0.72 ft Froude Number 1.07 ' Flow Type Supercritical Downstream Depth 0,00 ft Length 0.00 ft Number Of Steps 0 _ ;�::: �• .r Q.- :tip., t , ' Upstream Depth t��; 0.00 ft Profile Description ' Profile Headloss Downstream Velocity 0.00 ft Infinity ftts Upstream Velocity Infinity ff/s Normal Depth 0.59 ft ' Critical Depth 0.61 ft Channel Slope 0.01000 fttft Critical Slope 0.00903 ft/ft 1 1 1, ' Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster (08.01.058.00] 12/20/2006 11:01:57 AM 27 Siemons Company Drive Suite 200 W Watert own, CT 06795 USA +1 -203- 755 -1666 Page . 2. of .2 1 M STORM DRAIN PIPE DESIGN Scenario: Base w Csa 2 m 0 a Title: CORAL CANYON OFFSITE STORM DRAIN k: \...\storm drain \offsite \coral canyon- os.stm StormCAD v5.6 [05.06.007.00] 05/15/07 10:25:14@klYentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 ' ,Calculation Results Summary ' Scenario: Base t »» Info: Subsurface Network Rooted by: 0 -2 WITH ROOT: »» Info: Subsurface Analysis iterations: 1 I »» Info: Convergence was achieved. ' I Section I.Intercepted I Bypassed I Efficien( »» Info: Subsurface Network Rooted by: 0-3 I »» Info: Subsurface Analysis iterations: 1 ' »» Info: Convergence was achieved. I Grade »» Info: Subsurface Network Rooted by: 0 -1 I (cfs) »» Info: Subsurface Analysis iterations: 1 ' . »» Info: Convergence was achieved. ' »» Info: Subsurface Network Rooted by: 0 -4 »» Info: Subsurface Analysis iterations: 1 »» •Info: Convergence was achieved. ' CALCULATION SUMMARY FOR SURFACE NETWORKS 1 I Label I Inlet I Inlet WITH ROOT: I Total I Total I Capture I I Type I Label I I Section I Section I.Intercepted I Bypassed I Efficien( I I I (ft) I - - - - - I of I Size I Flow 1 Flow I M I I I Grade I I I Sections I I (cfs) I ('cfs) I. I----------------------I---------------I----------------------I------------- I CB -2 I Generic Inlet I Generic Default 100% 1 0.00 .1 I ---------- 0.00 I ---------- 1 100. I CB -1 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100. I FLOW FROM EX CULVERT I Generic inlet I Generic Default 100% 1 0.00. 1 0.00 1 100. I CB -4 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100. I CB -3 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100, I CULVERT INLET I Generic Inlet I Generic Default 100% 1 0.00 .1 0.00 1 100. I CB -5 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 .1 100, tCALCULATION Total SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 System I Elevation I Grade I -Grade .1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I (ft) I - - - - - I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade ' I I Sections I 1 21.86 1 I I I Flow I (ft /s) I Upstream I Downstream 15.94 1 - - - - -- I I I I I I (cfs) I I (ft) I (ft) I---------- I---------- I LINE A I I--------- 1 148 inch I---------- I Circular I-------- I-------- 1 60.12 1 1--- 40.71 1 ------- 7.63 I ----------- 1 16.04 I -------- _--- 1 15.60 ' I LINE A -2 1 1 1 48 inch I Circular 1 77.49 1 32.32 1 7.20 1 16.29 1 16.40 I LINE A -3 I 1 1 48 inch I Circular 1 15.26 1 25.12 1 18.92 1 17.42 1 16.57, -------------------------------------------------------------------------------------------------- I Label I Total I Ground I Hydraulic I Hydraulic.) I I System I Elevation I Grade I -Grade .1 I I Flow I (ft) I Line In I Line Out I I I (cfs) I I = (ft) I (ft) I - - - - - I---------------------- I 1 0 -1 1 -------- 40.71 I ---- ------ I 1 13.83 1 ----------- 9.00 I------ I 1 9.00 1 I CB -2 1 40.71 1 21.86 1 16.40 1 16.04 1 I CB -i 1 32.32 1 21.86 1 16.57 1 16.29.1 1 FLOW FROM EX CULVERT 1 --------------------------------------------------------------- 25.12 1 15.94 1 16.21 1 15.94 1 - - - - -- Title: CORAL CANYON OFFSITE STORM DRAIN k: \...\storm drain \offsite \coral canyon- os.stm Storm CAD v5.6 [05.06.00 Calculation Results Summary CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -2 I Label I .Number I Section I Section I Length I I I of I Size I Shape I (ft) I I I Sections I I I I I I I I I I I---------- i---------- I--------- I---------- I--- - - - - - I I LINE B 1 1 1 18 inch I Circular 1 17.25 1 1 LINE B -2 1 1 1 18 inch I Circular 1 41.61 1 ----------------------------------------------- - - - - -= I Label I Total I Ground I Hydraulic I I System I Elevation I Grade I I Flow 1 (ft) I Line In I I (cfs) I I (ft) I-------I--------I-----------I---------- 1 0 -2 I 4.30 1 12.33 I 9.00 I•CB -4 1 4.30 1 18.37 1 13.51 1 CB -3 ---------------------------------- 1 1.77 1 18.37 1 13.52 - - - - -- Hydraulic I Grade I Line Out I (ft) I ------ - - - - -I 9.00 I 13.36 1 13.43 1 Total I Average I Hydraulic I Hydraulic System I Velocity I Grade I Grade Flow I (ft /s) I Upstream I Downstream (cfs) I I (ft) I (ft) -------I---------- 4.30 I----------- 1 6.28 1 13.36 I------------ 1 12.98 1.77 ------------------ 1 4.24 1 13.43 -------------------- 1 13.51 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-3 I Label 1 Number I 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 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 ---------- I -------- I-------- I LINE C 1 1 1'48 inch I Circular 1 150.69 1 100.85 ------------------------------------------------------------------------------------------ I ---------- 1 15.35 I ----------- 1 46.76 I ------- - - - - - I 1 43.26 1 - - - - -- I Label 1 Number I' Section I Section I Length I Total I I Label 1 Total I Ground I Hydraulic I Hydraulic I ' I I System I Elevation I Grade I Grade I Upstream I I Flow I (ft) 1 Line In I Line Out 1 I (ft) I I (cfs) I I (ft) I (ft) I 1 I--------------- I-------- I O -3 1 100.85 I----------- I 41.08 I----------- 1 9.00 I------ - - - - - I 1 9.00 1 Storm CAD v5.6 (05.06.00, I CULVERT INLET 1 100.85 ---------------------------------7---------------------------- 1 43.72 1 44.47 I 43.72 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -4 I Label 1 Number I' Section I Section I Length I Total I Average •1 Hydraulic I Hydraulic I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I Sections I I I I Flow I (ft /s) I Upstream I Downstream I I I I I I (cfs) I I (ft) I (ft) 1--------I----------I---------I----------1--------I--------I----------I-----------I----------- I LINE D I 1 1 24 inch I Circular 1 83.13 1 11.97 1 ---------------------------------------------------------------------------------------- 3.81 1 -26.44 1 -26.67 - - - - -- I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow 1 (ft) I Line In I Line Out I I I (cfs) 1 I (ft) I (ft) 1 I- ------ I-------- 1 0 -4 I 11.97 I----------- I----------- I. -29.50 I -26.67 I------ - - - - - I 1 -26.67 I Title: CORAL CANYON OFFSITE STORM DRAIN k: \...\storm drain \offsite \coral canyon - os.stm Storm CAD v5.6 (05.06.00, Calculation Results Summary I CB -5 I 11.97 1 -25.19 1 -26.32 1 -26.44 1 ------------------------------------------------ - - - - -- Completed: 05/15/2007 10:21:33 AM Title: CORAL CANYON OFFSITE STORM DRAIN k: \...\storm drain \offsite \coral.canyon - os.stm Storm CAD v5.6 [05.06.00; Scenario: Base NODE REPORT -CORAL CANYON OFFSITE Node Additional Flow (cfs) Known Flow (cfs) Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out dft) CB -1 7.20 0.00 21.86 21.86 14.52 16.57 16.29 CB -2 8.39 0.00 21.86 21.86 14.13 16.40 16.04 CB -3 0.00 1.77 18.37 18.37 12.93 13.52 13.43 C13-4 2.53 0.00 18.37 18.37 12.56 13.51 13.36 C13-5 0.00 11.97 -25.19 -25.19 -28.69 -26.32 -26.44 CULVERT INLET 0.00 100.85 43.72 43.72 43.72 44.47 43.72 FLOW FROM EX CULVERT 25.12 0.00 15.94 15.94 15.94 16.21 15.94 0-1 13.83 13.83 13.83 9.00 9.00 0-2 12.33 12.33 .12.33 9.00 9.00 0-3 .41.08 41.08 41.08 9.00 9.00 0-4 -29.50 -29.50 -29.50 -26.67 -26.67 Title: CORAL CANYON OFFSITE STORM DRAIN k:\...\storm drain \offsite \coral canyon - os.stm StormCAD v5.6 [05 ^06.00; I Scenario: Base PIPE REPORT -CORAL CANYON OFFSITE Pipe Dn. Node Up. Node System Q (cfs) Cap (cfs) L (ft) Section Material Size Mannings n S (ft/ft) V avg (ft/s) Up: Invert (ft) Dn. Invert (ft) Up HGL (ft) Dn HGL (ft) LINE A 0-1 C13-2 40.71 101.46 60.12 Concrete 48 inch 0.013 0.004990 7.63 14.13 13.83 16.04 15.60 LINE A -2 CB -2 CB -1 32.32 101.90 77.49 Concrete 48 inch 0.013 0.005033 7.20 14.52 14.13 16.29 16.40 LINE A -3 CB -1 FLOW FROM 25.12 438.16 15.26 Concrete 48 inch 0.013 0.093054 18.92 15.94 14.52 17.42 16.57 LINE B 0-2 CB-4 4.30 12.13 17.25 Concrete 18 inch 0.013 0.013333 6.28 12.56. 12.33 13.36 12.98 LINE B -2 CB -4 C13-3 1.77 9.90 41.61 Concrete 18 inch 0.013 0.008892 4.24 12.93 12.56 13.43 13.51 LINE C 0-3 CULVERT INLE 100.85 190.12 150.69 Concrete 48 inch 0.013 0.017519 15.35 43.72 41.08 46.76 43.26 LINE D 0-4 ' C13-5 11.97 22.33 83.13 Concrete 24 inch . 0.013 0.009744 3.81 -28.69 -29.50 -26.44 -26.67 Title: CORAL CANYON OFFSITE STORM DRAIN k:\... \storm drain \offsite \coral canyon - os.stm StormCAD v5.6105.06.007.( Cross Section for LINE A EX UPSTREAM CHANNEL FrojectDescription Friction Method Manning Formula Solve For. Normal Depth Input Data J ' Channel Slope 0.18720 ft/ft Normal Depth 0.33 ft Discharge 25.12 ft3 /s {, !wx:r - �s°i•yiCi ; 1: s:. .,+iD,1' St,' .;.t: d .." :�Y- - ! �r9.:,r•g ✓.F ?�F � nq ..a •�.q(rr� ? r:; ,• n2, .. 6 "�i:9i,.. .�- Ef ...>"z. .�:d'.. `:;in +C';.,�r. .f, t�4•�:� .1.. ,a ' i. e.,'+. �r: •':�.i`_2. <.,.;'P!:yi;:.�; »:,Pn •_J.,r .,�`]i':� ,.+rk`< ��: .; ?{; •'�i. {';M `�`�., `. a:�� :j': >'. �• .tr..t,• o.. - .v.. rK'+>•., .N3 ' L` .- 1.•ir, J ir. ` +'•�1•: a:.` .:tv;F.'. •'c. .liila f >• ;:.! J . MOM .roF'+ ,rd {r h iii.i >.i i.:a .a,. ;,Cr.,oss�.Se �� •�'i ,.: ���a ='n, •�+.:,.. s :�;., �•;:,��„,.,, ,�r.:�.;.�..i.:•., �- - :,;,,.,:,,c9. S�: il£ f,: JVrtr�� '•'%i::'.rt..r.�r.r,e.�.a.�. �u':. �3. i,.' �• w: e3. �, �ial. et;' e: isrti: r.., er.. r„ �d::.`, i, isa... yti l......: ��aj :m..s�{:.......,:,.:'.>.e,�! 2020. i ............i.. ...... _................... 20.60 _ .......... ........ ......_... i................. ........ ..... ... 19.80 i _ ............................ ._.... .................... .. _ ....................... ....... 19.60 ......... ............................... _...... ............. ....... ;... ................... ......... ... 19.40. _ .... i............. .. ....._....;_ ................... ........... c: 19.20 _ ........ ..... .......... ................... i_ ................... ......... ; ............ ........... _........ 19.00 _ ... .......................... ......... ......... ._ ......... . ... ............................... w 18.80 ;_.,... _...... . ............ .......................... _....... ........... ................... 18.60 .......... ......... _ ..................... ................. ............. .. ............................ ...... 18.40 ..... I ............................ 18.20 ........._ ................:........................... ....._......................... 18.00 ............. .. i.............................. ,_............. ...... 17.80 0+00 0+05 0 +10 0+15 Stati o n i Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 311412007 2:24:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet for LINE A EX UPSTREAM CHANNEL Project Description Friction Method Manning Formula Solve For Normal Depth Iripuf Date �h `t j ; .a'..•t ....�r�. Y....y.4 �. u.. -... �. ..a, Y... - -...' '„ ,.:y.. r.. .. _ ,.:�✓....E .... ,. .. :$. a .. .o-... ..1..,.,.. Channel Slope 0.18720 ft/ft Discharge 25.12 ft /s Section Definitions 0 +00.00 20.00 0 +01.51 19.00 0 +02.59 18.00 0 +10.96 18.00 0 +14.49 19.00 0 +18.22 20.00 Roughness Segment Definitions (0 +00.00, 20.00) (0 +18.22, 20.00) 0.035 �rc;q.i °. .;�y'-. •.. .�•� • r ran..:f: ?4.:r.t,v,* . t);: ,:y iJ: ?r>F'x:' ",'l. epnr, i . - .r.�i , p: ; :(w`i:; .. t °ir 1: f1 O•,'m't 7i,i��e1 €`°� h ,t i � k' Or"` ya �? tip° `� a r � t fl�i?L• +��T �. Results (N,1x ,.r. a' t S.; r t . �nR •�mili a7 lrj] y? 4,� " = t •tom, "`W' mL, x» r..M..to.,,t!ka,:.eiN::u!'af�.0 J;.a ,I;;a. �hl.ticn "tir,Gl :•, rd.i tyi +,wSUiii_yt L::.7 ve: ..,ILaE >6@ s;4nk W i;.t"+,ca5'n� U l;;aue.ry.&±f4dt Normal Depth 0.33 ft Elevation Range 18.00 to 20.00 ft Flow Area 3.04 ft' Wetted Perimeter 10.08 ft ,Top Width 9.90 ft Normal Depth 0.33 ft Critical. Depth 0.62 ft Critical Slope 0.02280 ft/ft Velocity 8.26 ft/s Velocity Head 1.06. ft Specific Energy 1.39 ft Froude Number 2.63 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 3114/2007 2:23:57 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00) 3/14/2007 2:23:57 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755.1666 Page 2 of 2 Worksheet for LINE A EX UPSTREAM CHANNEL Results.: .: n.: Flow Type Supercritical :GUF Input Data., ...... � .. ... .. :....... ..._.... ....... >..... , . �7S ...�;_,,. ... ...._ . ,'......... .,..� ... ...,. . Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 :m•„trrr.P rv'C, , -)' y:n..::Y _:.h.r:r ... :ri.. •pwCa.- S ^'i pr {•: ,a +n svSS "iin.: vf^xi` '>,r..: ��1 ?:, ai ^ ^� '`d9^ `::a . .LR °. t Ft,:,• '!tv tip "" r . �:� i . �i?r _.! Y ;r {: � x{r:•'L!1' �Se. ,;tii, �i... "u'k . , r:::;..:; " +•F�'(I °��S _ � • �' %� t ,..YF,�Y !'`sL,d•.�, e:V .7i.;� 4.t�1y.1•t il:M.,4,li .,I. ,:q.. .,q n,.. Y: , _.{'S', . 5,.z�, �.'.' „4.w .(.';% :4: x:� .w�T,�(J• k�'n, +� _K. ,al':i..r. z��::.�. ,..;! ?�.,.:.. y:v. ��t� "5F:`'• 4`I.. "Z'U `.:, .;LaF.•.. (.,�,,. I.: i °�� +� x: ,Y f s :1. .,........, ., ..,,:.•..11-,1 P. ,� _. Se::,h.,,.!=&s?c...�....:.. �s1. r.:�.:,�:.c� >�:tir!i'•'�a:,�:a: :1::; >t:�.r�5 Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.33 ft Critical Depth 0.62 ft Channel Slope 0.18720 ft/ft Critical Slope 0.02280 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00) 3/14/2007 2:23:57 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755.1666 Page 2 of 2 . Cross Section for LINE C EX UPSTREAM CHANNEL Pro•eci'Descri tion • Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope. 0.00860 ft/ft Normal Depth 3.17 ft Discharge 403.40 ft /s +t, vp; el: •:L ^.il --S,N . it ..� v:j N+ra•,.ib b.3 V -R :'t•-g7::r ,>`•': cy.'7 ii;9L`x:�!: 1,;- ::T,Mr':3'+,: S;,;Y: {': ' + ^1:; F?9 h: v1;; :.� "�'v Vaev... ,n, ,;x ' +rr`:(t��!'l:c ''(:n11` •..��3T .1 - t ��'�, • 99 `ji 'jl,';:q.•7�5'{%�: {xs' : :�'•.! :.!},�ol iP•1!I11' 41 �.�.: }}hl C4T'G'- r •r:a;:.i:,«:�i.,,i'„'il':•.:1 Gross Section °Ima e� r 84a {• i 3 Y 1 Jf s� @ j f ) ;•. {'•r'3 Ji lr^{Is.... rl .2� ..6.t2 •..,� f'r; ! r �- v b ' ait!rnL...r; V3 14 "4.E i if` .11_. r. �t.ni, _�i.5'.'a..+%tlr.,7� l.;lil�' <6.�!:�� .J .$7: r •' k,::, 58.00 57.50 . ....: ............... ........... 57.00 ........._ .................... 50.00 - I i , .... ......... i................ ... _....... _.... .. ;.......... _.... _ ................ 55.50 - C.......A ........ ......:................ i................ 1............... 1.... ............ ........... 5.00 54.50 LU........ 54.00 ............... •................ ............"...:... .............•................. ........... ..... ....... � ................�. ............. .. .............. ........ ........ 53.5G. 53.130 i ....... ...............�............... s ............ . ........... ................................ 52.50 ............................. ........ .......... ................. "............. _ 52.00 _ ...... ...............:..._........._' .._..........;.......... _... ............._................ 51.50 1 1 i '• , Station H Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08:01.058.00] 3/14/2007 2:20:59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet for LINE C EX UPSTREAM CHANNEL Project. Descrlptlon Friction Method Manning Formula Solve For Normal Depth Inputi Data, r :.:' '•�;i.., .:�...,.,.. ,m n.. ,. ..., ,t.,. .. a.!',x+..a. . -.. ..._ ,.,..: e.. :.fie•. _. .:: -. ...:r. ..,. ,r.,.. ,. .. ... r. � .,. ... ...,. .... .. - Channel Slope 0.00860 ft/ft Discharge 403.40 ft' /s Section Definitions 0 +00.00 0 +01.90 0 +03.79 0 +05.75 0 +07.78 0 +09.82 0 +11.87 0 +13.28 0 +25.05 0 +26.78 0 +28.85 0 +30.80 0 +32.73 Roughness Segment Definitions 58.00 57.00 56.00 55.00 54.00 53.00 52.00 51.53 51.70 52:00 53.00 54.00 55.00 (0 +00.00, 58.00) (0 +32.73, 55.00) 0.035 i 1n,;M1wr [- nT'� >^.�r`;(r ?lrr 7:r :.�'VF' ;rs,.•' t, � ?`" :i'. ;•i; Y;,+., •. c:T,v ry.. ',"4•:. ^.n ,r: -. �. _ 'h, .•r.7:•n, . {'.: - ::r1.^ i .1Fa •,lr.: .., . ,.f YI ' i F`un'k'.. , Lir 1' tr. %`i _'� .., :... ,,.,..; � ., _ .f. 'fi s. i ..E+x�� ,�i-, _:;i,;' •.,;. .,.tt^ "cl. .•L�., != �' ".:.�` ^xi. ;.`ifa`}; +1'u^.:.^ „�,,va`i" �n +. ,r^.` -`l';. 1. .i.? ,.3s ,.b� •:kilr �h4. : °�.,d� )•� -5.' :'Yw 4:G u5 iS "'•:•L :: i!L '1...d..l,. ,or K. tii` •:.¢,' .k i':,aF_+ ., ^kh ,rs' .,�..• r", ,:d ., 144'' %aa:' l9ar.. ,rc: _?�{,. .,r:.'' P: ; i� ,.%�1: i.•7,r ati; �7:r%`.y:.'i» %i, .!�,'iy�.•5a sIZI �.�` . I >,• ,.�'�• �:����:5� . :.Y ,�4 ^�'�:, 7d:t�rli,. rf <'ti:�'i:'rs1�s• �.k;:• - • L:,';''d, +,�:. g:�•�altt:.. .>t� 1.. %;':., ;:•, �;r .,,�r,...h�, tia!;F�,:,, .:a..r...,�t esU tS! f•" a' !,w , '� _ � .+ {3 .,:• � i ,i_,/e i '� .. ..,,v.rv... nF:YF:4a[.i:. "� �.i;.'�L�{s'.7i1✓E:�' %Hi, e.r.r<,t:i.��r'h;,r. S.:q:�i:�2'at,:`,r::�, Ali:. =:::•r.,:• %..•,'� l,. . Sin:- i 'G?oi�:.,�.z;3.i$,�kfl':t:'..�k? 1 ,. t-i .i'ijf.lX- .,�.f.. ... f,'::Lwl•:.. rr�l�s7 .ti... },7., {; f Normal Depth 3.17 ft Elevation Range 51.53 to 58.00 ft Flow Area 60.25 ft2 Wetted Perimeter 27.17 It Top Width 25.80 ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.00] 3/1412007 2:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203- 755 -1666 Page 1 of 2 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 3/1412007 2:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1403 -755 -1666 Page 2 of 2 l Worksheet for LINE C EX UPSTREAM CHANNEL Results .. Normal Depth 3.17 ft Critical Depth 2.74 ft Critical Slope 0.01495 Rift Velocity 6.70 ft/s Velocity Head 0.70 ft Specific Energy 3.87 ft Froude Number 0.77 Flow Type Subcritical : s / :f '� S �+ t . t 1 1i ^•� P ! i- �rrx `, ,f` ° ? } v;. n; �rt. .r ';i ��4 ,'.tk�,, ! « w r •u rp S.K% i ti : �'. ;[i 4?4 �� .: � 2.l,�,:,,•:rr. a:,cn•ya _:��.:r [:c•:ferx°«:;.,. ..y,.. qy .n.1,.: '1a'v -.: i:r� ,� +. . J t i 1 � ; V fi�°5 �/ ,r}r. ,�t fG�� .1 ;i `• ��%4771 .,��a}{}.r, ;, 5 i`•., -' '!i ', ; j ,c 1C l .f'1 ,! ' •'•� .n ; l,��<5<� l;. 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'' ✓`t i ng?gU, tiG S . rV ;lr' �r.,(�- - �,t. gip;.! . r� Output�Data, 4fu`[s�'. {3 c i=.�.iLL ,GVF H vd'• �v.; �. ;rt..,,u�r�_a>,arahr:o.r.uer..r f a �[ .� a..k_i�•. dR va u .i>v e.:s... �ti#fia;fF.•,�Lr.._:§;�.,+.w -t �r.ul�. ,,,r[.L . ur' n, ;� .3.r�r.�,�1�s_'.,tr�.:t�lfl.Vf. $, i. •1: r cF.v. 3:,_ �11,:t3...S'{S'.. ik Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft /s Upstream Velocity Infinity ft/s Normal Depth 3.17 ft Critical Depth 2.74 ft Channel Slope 0.00860 ft/ft Critical Slope 0.01495 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 3/1412007 2:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1403 -755 -1666 Page 2 of 2 l Cross Section for LINE A OUTLET ......a • ..�nr,.,,a.;,.,}, .. w -W .: },K, .,,.:,:�.:,o x:. '.,,.�:_f:::�, n..�:,i:..a..'�a::.,,:� y...:Ei�.;r :.r.,. •,,xs:;;7,y 'k >. ':tii - 7 :..^.,i. -- 'a -•t,:� R:.n .k a4 tt:�. JE ?= ;Z;7t.�;+ 1f PfOjeCtr Descrlptlon [.r3 : �S. i.•::...;:: t.-«.,.. r.__ x:. M+.. �T_ 9..-0;.. T.. iS S. In.:. ..3:'wL.i:.iY7ctif:t:..puv:.!rL ._j3;;ri?i R, .t.i �y..�'.Y_i.T.....t_. :.kl}Y: ....: Sta.w .:tYr_b:�.e:... F:3 _.5u.t:�l...,'. l+.k.. _...'�... i.. S,k .: i*.Yw nt,.s4'R�9.. .. 59Z _E Friction' Method Manning Formula Solve For Normal Depth .; r" . �' 'ti^..^..- .- ...,;r ry: , r y' "i!'•'a ' .2JC',:.. ..:;`PI RkL:'Ti;, '!! =. "riR' -�. .1•R'e : ;L5T3Hr "'2[T. ctTj .-��rn iXi:C::':.i }I "�i:5';:r.: "�'i. ^sIF:H y_ j"l: {'1: - t.,..t'".r°'"5'sl: 7�ata krrC.r3`S '��+, }� ; �wII �"at �¢� �� ,tt.t+��#q'�:.:�*y �., •r � �,ssw �,%�� r,;n rj . ;tres''t��FSSv���(r� la` ti ?a•�..��'.�Yk':�i�'.;�,1�:nrvk� �it.�ra� v�"'nii'��'•�a Roughness Coefficient 0.040, Channel Slope 0.00500. ft/ft Normal Depth 0.92 ft Bottom Width 19.00 ft Discharge 40.71 ft' /s rc�.... , t+7 -. ,n+yrn ��;��m .^'^ �.°�' c?>c; �'"' yal '• °s+�•? ! 1'3 e�:ggqq�� �,rtn"' ,.�, � � w "•' ' d '� qn ' � '""'�"iif � �' �� ! 'A� a � t ' €,�i�t �'j,, x ,��`.,S•' �''�"r��t��1R�i�' �sr x�t4�i,'�I'�+"��s�'r 1 a f f '�.,�� {JS rt,4F4 •fnv . e i' ��:Y�'.Y�.iir"C�itii; '�' 3 ?-s»c C-y k'trtK. F 'F. & y' 2�-ty iT -�i t_4�'+�•, -•gip �c�:c Crossq:Section Image tfl x. F�. d�wi�' 1kcs" fr��s.. f�( e��r�. 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Discharge 40.71 ft3 /s ' �'� f'p1 x :i`ri. r� i`:"�,rq�r"_ �.;c "..'? �.rn°_+'.:,+'"'.�r"s� F ,r^�q ,i.,,s,��'y,•��x+��� 7�� , �tl L } c � , t: �'i �r �� ns• s'?.aw s�5�"1� � Yk��'t� + zt�t sa i zF �Resuits � �� r1 �I ���• � �'� � x �k �� ,� .� �+,t��' �•.�, q;,�. �* .�� �,�' �t � > -„ `��c�,��i��'2�3�C.:.,..,.3?�"i. �.` �,« ^�'�SI,::*, 'tom` "st ' �.:. c.: a: c:.-,:r.: °.,!�..u,:.�`r'�:�:�.. rran "^•t. ��. F`.. 1,.. �Ee���rws: �+. ';�.,Fla����..�a?ia:n,'�'.ra.�« � ' 0.92 Normal Depth ft Flow Area 17.44 ft2 Wetted Perimeter 20.84 ft Top Width 19.00 ft Critical Depth 0.52 ft ' Critical Slope 0.03109 ft/ft . Velocity - 2.33 ft/s. ' Velocity Head Specific Energy 0.08 ft. 1.00 ft Froude Number 0.43 ' Flow Type Subcntical (wx!Y ^�,•rs'T' 1�•,.��'.7, -_ a's;.;Wx"�� iT����j w � y'.C'” a k" GuF In ut Data r},M R.Pzk :, ' Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0. 7Ii �Sr3 a fs°F - c r�. it s m " ;'e ' �k9 vx�g• "? % r.. z^ s, GuFr®utput �x E x, F. 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J�G+-Tr,�,�"�i�r�;�r_�„=2�tc'tr la?;;k,?� -�!. o-, n;'Y'J ' 7: .t��d<r.".'i::ti4';ir'�i:s%s;.. cry-• f- �raii79' isi�F• ifr�F. ��S.=: �3.. L.. �...��.is;d..�.•�.�G:..�:vu��S. x.r�',�'hu�..r9•.t�a t `rG� .x. .....7. b....�.n.a -r- . cat,_ �c ":�..t.tl.t�:i.�;'!i *�•.in..:•� Roughness Coefficient 0.040 Channel Slope 0.01330 ft/ft Normal Depth 0.19 ft Bottom Width 16.24 ft Discharge 4.30 ft3 /s 0.19 ft. 16.24 ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/21/2006 3:30:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755.1666 Page 1 of 1 1 ' Worksheet for LINE B OUTLET :Fro ect�Descn tton,:����� -' : �.��> � � •:.•. �� � �� ..,.�:.•;�4..: -- '. 'nu 1%.. �:.. P..,...::... a...w,ea!s:.- 6......�L.�....... ..9..w a,,. ..0 n.a: "_�.;. •i ....: u...:_ 4Fs..--. a ....rui�r_uvT4S..G'Le- 5...^Yx._ - .Yw..rt .4. _. r. ........ 1 w:.1:.\'�f -. %: .:•TL Friction .Method Manning Formula Solve For Normal Depth i^ ; r >�. 'mm r is ,,� rr. - � t . ^•r ,..� Z5•. , - y 3 ; i`: S`, - T3'...F, z'` -r- eu •a, ' _ i;.t ;ice r::Yi''.i:,t`vµiL-".1.: �t r: i.`i••�'.;ni?rt:''t'r:d 3�- ``.3t^,y'.Dy . ry,, fy�'�:$s'i?riz..;r1.'% °,�.i.:�, ;Y: ..•k.l..7f 'f 1 r- }' lr. 'ri�}it,. ' •Input Data ••.K;zar iSt[F. _i' °"k1':Ys ai 4x.c ""5.-+ L- '�y4..N,. v Kam" •ti t w�,� ' #_ f!,. ";SY �:...F�, �yy. gs. ? cC r_; ,r ,>^'r_ 4 l.i i aa.c_ �s� 's�+,� �t_. Roughness Coefficient 0.040 ' Channel Slope 0.01330 ft/ft Bottom Width 16.24 ft Discharge 4.30 ft3 /s. .^m x^•=r..•p=t ';;"��.. °'. r'.r,..e; °"?t?T,. -,. -,' y, o '•Sx,� � .: L° � �� '-^ �S�e" fii• � •?.`..,.r.'r.`p••,s....:.,•„L'• i','r"' �??�,,°'r"ri'ku f 'n �t`•'� �'= '°Tr3" -- m.;, mt•�' n�� ::m_- •s'�•• .sw.� p y;k+wr...r�,.��f.;;, 14..." vl:.':. ;t•t:L?,' "i.$, . t'1^6iy'�t c..- ^ .�i:�• �r _ r.�:L' o r �:�rs�S:'�,- ki.',''; '`lam ._•l�vrL . ??:'� r:' ''� ' 'r.ReSU�tSw'Ry t .a �,� � I 'r1� ?X;- s<n �_ "M�, fuae' � � �F. _�,°llh��e= t•� ` �7' wr '�+,�?3.= r1 1�, :ssii- 's�'.rtRa6 � �� S �.� �"+�tpa r �-�L #,...•..� �x ! t �- •'_'_�tii t:.'�T'`�� "Y� ue'•s`t�.:.:•G.+: •�r.`Yria �1��:�.i »�.:..�L��R' .�v�- Ga.�'1.'• .:1...' �X. atfn'��i••- .�.'�`VYMwS..aY+.b�� Tc.`C Ci,'l: si�'�i '- w��.1 =^w. :�.z(Y'V:.Y. �fs�N�.'J ' Normal Depth 0.19 ft Flow Area 3.08 ft' Wetted, Perimeter 16.62 ft Top Width 16.24 ft Critical, Depth 0.13 'ft Critical Slope 0.04707 ft/ft ' Velocity 1.39 ft/s Velocity Head 0.03 ft Specific Energy 0.22 ft Froude Number 0.56 ,- Flow Type Subcritical ���:, 'R'lir ?.t,FCr,'- •a:�� �.�np.•. ' t '7it,•. `�'g`�i�,.�i' � 'K. �.';�.•i -- �»,�,:>i�?. ..p.,... �.a v..�., . ��g�;•, �, y,•,, �r::, z- 1;. tsc�r +ls�•,b.:o.�y�.if..:�r'r':, .._ �.,': �+::. y�y� •�.��..�1".��r�Y��5Y��a:�-�`-- •3 Downstream Depth 0.00 ft Length. 0.00 ft t Number Of Steps 0 u�r� -ta• : �- ��,q:��n�'�.•� ' °y�ra��` ter. ^��.?a•°?• .�- "�.= Y R �.� �+� F• ! . ' GVFI�OUtPut�Dat2 �� z. ?���tir��frfi.. '�•, �?�d;rin•�d- �•.���tt�j.•�„�ai;; � �- �';aa�'�'K.•�,-`;i�"�'-`'���� � °, .._tz..,.vu�:m =_.sr,..,.r„ .•a.�"t.. :'��'�'"�• �. _:st::,d`�a�:.�5•a",��•."�r���C �rys�.,`�' r u �-�.a:�� • r�c1�� ,:s.:y��:c��'t��.�`tr,ai,.sY ' Upstream Depth M 0.00 ft Profile Description ' Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s ' Normal Depth 0.19 ft Critical Depth 0.13 ft Channel Slope 0.01330 ft/ft Critical Slope _ _ 0.04707 ft/ft ' .Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/2112006 3:30:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 Cross Section for LINE C OUTLET ' L,?�,- ,3, ?.� 1Z +d °f�*e �c.'i•',irgc f4,�Ya, T, 'E � i :.Ii.:�i..,Bn.r.3.;^::,�:a�r.�' v.._..'u�.:..e�a�tc'- �+�M'ka`L.�'xvr��.,-�':icvf'czn zi.:k.A.-`��jh��Y <a�-�Y_�4.E..��.:i�ru� �:4:i. r:• y z>`:- �' iwt= v�`. a.t_�r.;:..`.t:_xw.K�•.,z�L.`;: Friction Method Manning Formula Solve For Normal Depth P "�;` c?y?,.`,. �?'�:� z! '�^�y�.'- ��';a•,r; �.:-t �xz' �.°•�= ;�.�".i 'F�'�, �"`�= `'S' "c","y..: � +se %a'`�,;� ^mow.. r�.m. _ :i 7 ��.F`�k '� ;z .,E� � .�;t.. .I _ `v ".5:; . wwi.•`�3 � Ai..br�` r_ ,i. �'r a• P e �?�m ? +_` —.-• x' �t � '� ft. S�`.�??'i`JT '�� u � d -c, i5"� - b:w�,' r.'p's•�.K» s^ i'.:.`: �s.lfz::a+�^.i_T'3m ."ayy`'r'l�•r�,( y� (5'r 3dn=z i -.a�jJ e� `t, M,,d^ «- `C�.`Sff+M�. .r''ftr7:� a.:3 ,�+ may. s CL�•..sY' L'4.�. TICtYE:,.t_ '- � F -. �^13i�G;11- f�C«Lw9 3it11.12- .�:.rG.� -.� d_..:�r'�T.^�....�7f ..�.fr�J.i:.u. -l` �i3i+�- tiKe"C"3Yf.LY�N:.v. - �r�:.,'�4... Roughness Coefficient 0.040 Channel Slope 0.02860 ft/ft, Normal Depth 0.71 ft Bottom Width 115.00 ft Discharge 403.40 fV /s 0.71 ft [ 115.E ft H: 1 Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00] 12/20/2006 2:54:55 PM 27 Siemons Company Drive.Suite 200 W Watertown, CT 06795 USA +1- 203 -755' -1666 Page 1 of 1 Worksheet for LINE C OUTLET '7^ {: °: - ..J , tr. -..A4' ,5., - °•i�'S^,^, %;'rr rT; 'Y }.,''rl_b = '.. *;v.... _ . ;n= „Le°.%'p:Y.s.iri.".`,.�', "���.•. .��"_,�:`�s .�2 S.r �'+�? . r .s.a.`r.y . 7: i"k'.. '$;F•.' p,... . -�.. / S A. "ir 4"'d � Rt '�-y f 7 F. °4n -!:� i=x e'. -��,�; � 7 �) :l: .r,•�:j ..�ciif'}- 4�y`�r � �.��• -�;�Y. 'zF"3'� "v :nr.? C1 .7 "1 D �i �j,46� CL _� pit:' r j��f�'.j.i Friction Method Manning Formula Solve For Normal Depth Y J .^<i 1� �+. -� S r4�T � � •Fth 'MMri:�. —fit' % �� � rF d ]:' �' 4ti�A .'T ut -1n Roughness Coefficient 0.040 Channel Slope 0.02860 ft/ft Bottom Width 115.00 ft Discharge 403.40 ft /s , rYt.] �L' y sRes, It F j 7 4 cF 1 �� k4� {b'Y5��mi�i ..wwN '`� l'4C: SS +L't: +cuviYSwL�(: d a' Y•is -( �a Normal Depth 0.71 ft Flow Area 81.45 ft' Wetted Perimeter 116.42 ft Top Width 115.00 ft Critical Depth 0.73 ft Critical Slope 0.02638 ft/ft Velocity 4.95 ft/s Velocity Head 0.38 ft Specific Energy 1.09 ft Froude Number 1.04 Flow Type Supercritical . MINIMIZE,, r -r.. �����:i Eitirbr'riLm3sss_ =4' "�yc .�' 7' ;;.tx`_�imm�:�,r fl:>». Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 ' iF� Output Data � t' = ` -'7 � � .>� � Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft ,Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.71 ft Critical Depth 0.73 ft Channel Slope 0.02860 ft/ft Critical Slope 0.02638 ft/ft 12/20/2006 2:54:12 PM Bentley Systems, Inc. Haestad Methods Solution Center PlowMaster [08.01.058.00] 21 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 1 t APPENDIX "A" RCFCD REFERENCE MATERIAL -4:u�. b u C � v I- r n --I m v �A O -w NIRA LOMA DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.84 4.48 6 2.58 4.07 7 2.37 3.75 8 2.21 3.49 9 2.08 3.28 '10 1.96 3.10 11 1.87 2.95 l2 1.78 2.82 13 1.71 2.70 14 1.64 2.60 15 1958 2.50 16 1'.53 2.42 17 1.48 2.34 18 1.44 2.27 19 1.40 2.21 20 1.36 2.15 22 1.29 2.04 24 1.24 1.95 26 1.18 1.87 28 1.14 1.80 30 1.10 1.73 32 1.06 1.67 34 1.03 1.62 36 1.00 1057 38 997 1.53 40 .94 1.49 45 .89 1.40. 50 .84 1.32 55 .80 1.26 60 .76 1.20 65 .73 1.15 TO .70 1.11 75 .68 1.07 80 .65 1.03 e5 063 1.00 SLOPE _ .530 RAINFALL IN1 NURRIETA - TEMECULA I RANCHO CALIFORNIA DURATION FREQUENCY MINUTES 6 2.41 3.46 10 100 3.21 YEAR YEAR 5 3.45 5.10 6 1.12 6.61 7, 2.87 4.24 8 2.67 3.94 9 2.S6 3.69 10 2.36 3.48' 11 2.24 3.30 12 2.13 3.1S 13 2.04 .3.01 14 1.96 2.89 15 1.89 2.79 16 1.82 _ 2.69 17 1.76 --- 2.60 is 1.11 2.52 19 1.66 2.45 20 1.61 2.38. 22 1.53 2.25 24 1.46 2.15 26 1.39 2.06. 26 1.34 1.98 30 1.29 1090 32 1.24 1.84 34 1420 1.70 36 1.17 1:72 38 1.13 1.67 40 1.10 1.62 45 1.03 1.52 50 .97 1.44 55 .92 1.36 60 .88 1.30 65' .84 1.24 70 .81 1.19 75 .78 1.15 80 .75 1.11 85 .73 1.07 SLOPE _ .550 'ENSITY -INCHI NORCO DURATION ' FREQUENCY MINUTES 6 2.41 3.46 10 100 3.21 YEAR YEAR 5 2.77 4.16 6 2.53 3.79 7 2.34 3.51 ' 8 2.19 3.29 9 2.07 3.10 10 1.96 2.94 11 1.67 2.80 12 1.T9 2.68 13 1.72 2.58 14 1.66 2.48 15 1.60 2.40 16 1.55 2.32 17 1.50 2.25 18 1.46 2.19 19 1.42 2.13 20. 1.39 2.08 22 1.32 1.98 24 1.26. 1.90 26 1.22 1.82 28 1.17 I.76 30 1013 1070 32 1.10 1.64 34 1.06 1.59 36 1.03 1.55 38 1.01 1.51 40 .98 1.47 45 .92 1.39 50 .88 1.31 55 .84 1.25 60 .80 1.20 65 .77 1.15 70 .74 1.11 75 .72 1.07 80 .69 1.04 85 .67 1.01 SLOPE _ .500 =S PER HOUI PALM SPRINGS DURATION FREQUENCY MINUTES 6 2.41 3.46 10 100 3.21 YEAR YEAR 5 4.23 6.76 6 3.80 6.08 7 3.48 S.56 8 3.22 5.15 9 3.01 4.81 10 2.83 4.52 11 2.67 4.28 ' 12 2.54 4.07 13 2.43 3.88 14 2.33 3.72 15 2.23 3.58 16 2.15 3.44 11 2.08 3.32 18 2.01 3.22 19 1.95 3.12 20 1.89 3.03 22 1.79 2.86 24 1.70 - 2.72 26 1.62 2.60 28 1.56 2.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.3o 2.09 , 40 1.27 2.02 45 1.18 1.89 5o 1.11 1.78 .55 1.05 1.68 60 1.00 1.60 65 .95 1.53 70 .91 1.46 75 .88 1041 80 .85 1.35 85 .82 1.31 SLOPE - .580 PERRIS VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.64 3.78 6 2.41 3.46 7 2.24 3.21 8 2.09 3.01 9 1.98 2.84 10 1.88 2.69 11 1.79 2.57 12 1.72 2.46 13 1.65 2.37 14 1.59 2.29 IS 1.54 2.21 16 1.49 2.14 I7 1.4S 2.08 18 1.41 2.02 19 1.37 1.97 20 1634 1.92 22 1.28 1.83 24 1.22 1.75 26 1.18 1.69 28 1.13 1.63 30 1.10 1.57 32 1..06. 1.52 34 1.03 1.48 36 1.00 1.44 38 .98 1.40 40 .95 1.37 45 .90 1.29 50 .85' 1.22 55 .81 1.17 60 .78 1.12 65 .75 1.08 70 .72 1.04 75 .70 1.00 BO .68 .97 ' BS .66 .9♦ SLOPE = .490 t I� I� i. 3.5 3.5 3 3 N = 2.5 2.5 U Z Z 2 2 F=-- D J Q 1.5 Z i .5 .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For Intermediate return periods plot 2-year and 100 -year one hour values from maps,then connect Points and read value for desired return period. For example given 2-year one hour: .50 and 100 - year one hour= l.60 °,25 -year one hour= 1.18" Reference: NOAH Atlas 2,Volume M - California, 1973. RAINFALL DEPTH • VERSUS R C FC B W C D RETURN PERIOD FOR HYDROLOGY 1\/JANUAL PARTIAL DURATION SERIES PLATE d -4,5 I; ACTUAL IMPERVIOUS COVER Recommended Value Land.Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. ( Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or•Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range piaster plans for. the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5.per- cent over the values recon ended in the table above. R C F C ei .W C D IMPERVIOUS COVER HYDROLOGY MANUAL FOR DEVELOPED AREAS PLATE E-6.3 I APPENDIX "A" RCFCD REFERENCE MATERIAL APPENDIX "B" HYDROLOGY MAPS EXISTING CONDITION 0 DEVELOPED CONDITION I > i�, M % IV`x X If 0\11, NK \jI �V w ANN O—g FOR EXI_'�Tl 13.24"' S F KAINA Tc- Cp D GE f EG 3j� O/Mft 12.3 Qiw= 4,30 CFS I FS----, .36� �FS 2� dF Tq/RLI'�Oft.,, t HGLw= i 12 9� ot: ��—1 2.7 IC F 5 Iw= 1 �,33 NT.ARQ, —13.29 FS, _Qto=, 0.30 qFS,:, FF( Qtoo= U.45 IC��3 Tc= 5.00 MIN". ma - --------- Qtoo= 0.4 7 "A To 5, Q 4.39 CFS V!007 1.3� FK SETTLE�EN �AREA Qio= 0,28 GF61 RUNO/FF \RUNqf -,SET C6 TLEMENT ...... ��/ ryr% EXISTING \�<'SETTLEMENT A�� 08' 2.53 CF� D ItPAGF i 8,j1­FL To= �3.08 7 Qloo RUNOFF--.SETTLEM�NT\ 20 -,fook 13,51 AREArFO ' R.- N(STINO DRAINAGE' INV, 12 ZL GRAPHIC SCALE 50 100 200 4DO 100 0 A �J� j IN FEET A- z 1 inch 100 ft. V fX7 %; C(, U3 ii­ t IN. 32 03v 11,50�m CFS 11 �97, —26.32 H1Qboo= INV= —28,6 \30.44 2113 0-4 O�85 AP FS= 9.50 7F 11 9 7 CF —26, HG�m= YQUARRY', A,- RAW —29.�O fTQ�:ZXISTING JEFFERSON STREET 'KEEPING WITH S (IN TO IVU 2 -0 60 RCP ,..PRAINAGE PATrERNS) RETENTION BA�IN 1 CB K LINE, E�QT"— —29,5P�' .6 /TOP= 26 go P 5.ED -2.72 WSIOQ= —26/67 tC 0 OY ��j f> �5 j SYFE �YPASdS F, L FPS > ------- 7 f40.71 C� . ......... t r', 0 �d 9�36%\MIN, E j ByPpI�S F �0 INV!= 13 FRO�J ONSIT E lSp r \C HGb L Er 1, HGL oli- 14�11 A ft j, It F) ��jf ; III I '\ _,1 ­_/ j i j 11 X X yiz > oil ff A WIN 11 it g �7 lit A /Z V S, 118 kzz� r \y Al N j (,///" "j� / d % 7" �51 1-03 Ny!tf I)f .5 If N Alk-.1 az 0,140, Q w w C, FS R go-- lVl00=\4.j F7_ < V/� Xv .1 'V C ­rq- A J 55 Od-, W R //Jj il tv wif g - N yy AW! ; I @g aRX, -4 A- -PROPO4y,pu ZVI z CORAL CAN$ 7 11,� 0 gd; - 51"( V_ ?/� 11 z, 11 �3 X/ X" 11�illllllf? A --,j V� R, �F 'j, ----------- --- ------- "d M/ 2 jj J, It N J/; '//y, Vilj Underground Service Alert BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE GRID BEARING `N5638'44!'w' BETWEEN CALIFORNIA COOPERATIVE "CORS:'(CONTINIOUSLY OPERATING REFERENCE Cm STATIONS) "TMAP" AND "SOPT AS PER THE CALIFORNIA SPATIAL REFERENCE CENTER Call: TOLL FREE WEISITE. NATIONAL GEODETIC SURVEY SANCTIONED EPOCH: 2004.0 BENCHMARK: 1-800 BENCHMARK No. 466 USBR (29TH ENGRS 1941 RIV. CO.) BENCHMARK DESCRIPTION AUSBR DISC IN CONC 227-2600 POST(NOT STAMPED) AT SW CORI OF MONROE & 58TH. TWO WORKING DAYS BEFORE YOU DIG ELEVATION: —64,955 r If I < §�N let x:f rB-9_� DRAINAGE AREA DESIGNATION ��.IIAC ACRES DESIGN: DRAINAGE AREA BOUNDARY DIRECTION OF FLOW HP HIGH POINT 105.4 FS ELEVATION @ NODE Q100`2.2 CFS FLOW FOR 100 YEAR STORM �IRLINOFF, TIME OF CONCENTRATION S TTLEME�NT ARE�/ TAC E O—g FOR EXI_'�Tl 13.24"' S F KAINA Tc- Cp D GE f EG 3j� O/Mft 12.3 Qiw= 4,30 CFS I FS----, .36� �FS 2� dF Tq/RLI'�Oft.,, t HGLw= i 12 9� ot: ��—1 2.7 IC F 5 Iw= 1 �,33 NT.ARQ, —13.29 FS, _Qto=, 0.30 qFS,:, FF( Qtoo= U.45 IC��3 Tc= 5.00 MIN". ma - --------- Qtoo= 0.4 7 "A To 5, Q 4.39 CFS V!007 1.3� FK SETTLE�EN �AREA Qio= 0,28 GF61 RUNO/FF \RUNqf -,SET C6 TLEMENT ...... ��/ ryr% EXISTING \�<'SETTLEMENT A�� 08' 2.53 CF� D ItPAGF i 8,j1­FL To= �3.08 7 Qloo RUNOFF--.SETTLEM�NT\ 20 -,fook 13,51 AREArFO ' R.- N(STINO DRAINAGE' INV, 12 ZL GRAPHIC SCALE 50 100 200 4DO 100 0 A �J� j IN FEET A- z 1 inch 100 ft. V fX7 %; C(, U3 ii­ t IN. 32 03v 11,50�m CFS 11 �97, —26.32 H1Qboo= INV= —28,6 \30.44 2113 0-4 O�85 AP FS= 9.50 7F 11 9 7 CF —26, HG�m= YQUARRY', A,- RAW —29.�O fTQ�:ZXISTING JEFFERSON STREET 'KEEPING WITH S (IN TO IVU 2 -0 60 RCP ,..PRAINAGE PATrERNS) RETENTION BA�IN 1 CB K LINE, E�QT"— —29,5P�' .6 /TOP= 26 go P 5.ED -2.72 WSIOQ= —26/67 tC 0 OY ��j f> �5 j SYFE �YPASdS F, L FPS > ------- 7 f40.71 C� . ......... t r', 0 �d 9�36%\MIN, E j ByPpI�S F �0 INV!= 13 FRO�J ONSIT E lSp r \C HGb L Er 1, HGL oli- 14�11 A ft j, It F) ��jf ; III I '\ _,1 ­_/ j i j 11 X X yiz > oil ff A WIN 11 it g �7 lit A /Z V S, 118 kzz� r \y Al N j (,///" "j� / d % 7" �51 1-03 Ny!tf I)f .5 If N Alk-.1 az 0,140, Q w w C, FS R go-- lVl00=\4.j F7_ < V/� Xv .1 'V C ­rq- A J 55 Od-, W R //Jj il tv wif g - N yy AW! ; I @g aRX, -4 A- -PROPO4y,pu ZVI z CORAL CAN$ 7 11,� 0 gd; - 51"( V_ ?/� 11 z, 11 �3 X/ X" 11�illllllf? A --,j V� R, �F 'j, ----------- --- ------- "d M/ 2 jj J, It N J/; '//y, Vilj Underground Service Alert BASIS OF BEARINGS: THE BEARINGS SHOWN HEREON ARE BASED ON THE GRID BEARING `N5638'44!'w' BETWEEN CALIFORNIA COOPERATIVE "CORS:'(CONTINIOUSLY OPERATING REFERENCE Cm STATIONS) "TMAP" AND "SOPT AS PER THE CALIFORNIA SPATIAL REFERENCE CENTER Call: TOLL FREE WEISITE. NATIONAL GEODETIC SURVEY SANCTIONED EPOCH: 2004.0 BENCHMARK: 1-800 BENCHMARK No. 466 USBR (29TH ENGRS 1941 RIV. CO.) BENCHMARK DESCRIPTION AUSBR DISC IN CONC 227-2600 POST(NOT STAMPED) AT SW CORI OF MONROE & 58TH. TWO WORKING DAYS BEFORE YOU DIG ELEVATION: —64,955 r If I < §�N let x:f z AT TOTAL TRIBUTARY ACREAGE AT NODE f-�ITY OF LA (DUINTA STANTEC CONSULTING INC. HYDROLOGY MAP (DEVELOPED CONDITION) 73-733 FRED WARING DRIVE TM W4" SUITE 100 PALM DESERT, CA 92260 StanteC 760,346.9844 stant".com LOCATED IN A PORTION OF THE NORTH 1/2 OF SEC 29, T6S, R7E, SBBIVI G rB-9_� DRAINAGE AREA DESIGNATION ��.IIAC ACRES DESIGN: DRAINAGE AREA BOUNDARY DIRECTION OF FLOW HP HIGH POINT 105.4 FS ELEVATION @ NODE Q100`2.2 CFS FLOW FOR 100 YEAR STORM TC=5.70 MIN TIME OF CONCENTRATION Q� NODE NUMBER L=300' LENGTH OF FLOW PATH CFS CUBIC FEET PER SECOND z AT TOTAL TRIBUTARY ACREAGE AT NODE f-�ITY OF LA (DUINTA STANTEC CONSULTING INC. HYDROLOGY MAP (DEVELOPED CONDITION) 73-733 FRED WARING DRIVE TM W4" SUITE 100 PALM DESERT, CA 92260 StanteC 760,346.9844 stant".com LOCATED IN A PORTION OF THE NORTH 1/2 OF SEC 29, T6S, R7E, SBBIVI G 11 DESIGN: DRAFT; JLS JLS tz CHECK: DATE: Z� 120 DCR 05/17/07 IG No, HY033713—OFFSIT SHEET 1 OF 1 11 [is a r n 0 N V n P 0 o, 4� �r n a N 4 m m 0 v b UINT.A STATE OF CALIFORNIA N IN THE CITY �E LA � � �.,.� 14y3Dp,.ojL<DG-Y MAP CST ��C.�.P � �. QUARRY RANCH U C - TRH. LOCATED IN A. PORTION CE THE NORTH I%2 OF SECTION� 2665` P. POST- - DEVELOPMENT CONDITIONS GRAPIUG SCAM; Stu f,,I ' 50 1 2 . LEGEND NODE NUMBER 1104 119 p EYAWN WA DES'IGwxou X0 414 tnioili OF k X 0,83AG RUN IN FEEL AREA IN ACRES —� AREA DESIGNAi101; 'PHI FOR ML RA MR MM 34.22 AC __`''� `�AftFA IN ACRES INLET 2 INLET 3 INLET 1 (12) (13) 2605 2105 2275 95 08 77 .�...,.. -�— 2317 l A. A ANA' � 0,57AC •!„-~' .( �, t 1 '�, �, ,,,,.. mot, 2077 237D 127 l f �"•� ` t f . + r� ` /'G� �w�ry. s.w.ww.f,w 2400 141. IT'S THE lAWI o cn'�,cs�cu c � TWO DIAL. BM RS' ' 70 VCAVAnNO YOU D141 1 -800- 227 --2600 �1f UNDa r �T QUARRY .NC gEFOF� g}(C;►,VATING iNE CAITRACitHi SHFli. VERiF'f THE LaCAno11 a IrnuFJfcrtouND unLrrtES err CONtACn Ufam uNDScaouND SERYL•AlERi Ar 1- soD� -a�D f 1,73AG ' l { Qt WS EL43,6i. l � •r. r...- ..,�.....�..a / .10 2.23AG r' M l � Q140 YTS EL -` .6 4A EWAO] Y�$ f�.G16.59 L410 2905 27 P s 086 ",~ `'•,.,, () e.. �,.,� 4.5160 � - 7� • ti ry o,;,�iS� { � � "�:, ... ;�• /. rte.... Q140= 25.12CF3 EA= S.tL4iC . K. iff .1! .` -. ...1 '��`•+.. ".•� ��J�'�...f � � :•r �y,�..`f 1_..__....- X11.......__ a� «!<.ET 4 2505 { . 1,1 � � ��"" � � `' r i�i1 �� ; Q 2406 .1 p }' .,_ .--`,. j� - �..,. tom' �•" - �. _ �� f r . l R ,i ++ Ile� � ��:...- ...�<•- •--'- -- � i"' x2600 ~`"`^,.«..., � �;. r ✓a..«..+.r+.www+ �} g,wA p..w,,,au�.ar...r + ++ G x i\ FG 1 X324 �JO 57 %. 1s2 f 1 �� _.'L,�.:.,... ,', ..+�,[�.�:5:�- .s.---- >—..�- arc•,.. v ,.;..,w,,.,,•....w�•.r�r:w:w..- '.. 700 82 pREpARED UNDER THE SUPERVISION CF: The Keith QDmpanie5 DANIEL R, RUIZ DATE R,C,E: N0, 054559, EXP. 12/31/03 DRAYM BY: ' CHECKED- 8Y: DAiE 73 -733 Fred VY4&q Ortve, SWO 100, Palm Deserl, CA 92211 (780) i9S -9844 EK 10' I .vim �. .:r:.rcra-�.:.+•i„��....`"'... I r 1 i i ApPROYEO 8Y. M OF LA QUINTa ! •1 I F L A UIi° TA SHEET No. i CITY ENGINEER HYDROLOGY MAF POST.. DNVELOPM4 NT CONDITIONS 2. OF TRACT MAF 30651 ` FILE. HY33702_ELR6, OG i DATE LACATEO. IN THE N. 1/2 OF SEC 2296, M, WEB Sam DRAWING N4; \.rt I ROE NO. _ _ Fxp . _/_ %--- FQR 'VARRY Q'7A9� CH LLC , + r ♦ J ,J f I �QQi Q 4000 _0000... �.. _.:. 1 0000.' ► ., �c •tom 4 ♦ i i yi• ��� � • 0000 ''11 111 1 i I1 • 1 ' 1 1 r�-r• 1 _.r_;�w�,_._wr_.F._+ j 1 e J 1 s •• H♦ •1 . .:• a II •.N � ♦ • ) th ♦ � -� -W-.�+ - .mow- ++- •..��•- •. L , • � I e e. • •1 1 1 I 1 1 1 -.L+� � .�. � ..._....}�....... 0000. �. v.. 1..- —.-.. -.•.- _ � _ ± - ....�.., 0000 •..,. _. ,•«• 0000... w. . � 'f 1 .y , •.0 ^ . j... L •. ' Y♦ , ♦ w- ♦ 1 ,f. .. .. .. ., n♦ Ih • 'J} w.r a... �- ••..� -N ' ..).�+.• +.J•w.. _...ti -0000. w ..- . -a•.•. .�.y- ......+.. -. ..,......- y.-- .- .+. -... .�.. �....- r 1 _. i•. .- ...A._.�. +1.._.- ..}. --- ,�.}+..w._.w..r.._+ -1 1 7 � 1 • •. N^ .•i . 1♦.• ..p ; .. y ww. y � w "r .�wv♦ ti • , I ' • ' 1 M• ri^ / y1 I . s 1 . `I M4 _.r_;�w�,_._wr_.F._+ • w, ...i._ -� ..- ...•A••.�•�•.•......w... �.1... ..•yati +...r+4_w.�. .•'. r s •• H♦ •1 . .:• a II •.N � ♦ • we ♦ M+w th � � - ^..,H_ +..•M_,_ u:._., -00+00 .. rt• _0000... .r ♦.w.r• •r... y al. rw . • •♦•I• - { ... 1 ♦ 1 L L �, w p.. •...ir•. • , 1 ( • ( (, ) �_...T...... • ' L y ' ' -.L+� � .�. � ..._....}�....... 0000. �. v.. 1..- —.-.. -.•.- _ � _ ± - ....�.., 0000 •..,. _. ,•«• 0000... w. . � . .., ! ) v n.... ♦ •' ♦ • •• f �. . ••i♦•v .y , •.0 ^ . j... L •. ' Y♦ , ♦ w- ♦ 1 ,f. .. .. .. ., n♦ Ih • 'J} w.r a... ♦ ... II ..- . -a•.•. .�.y- ......+.. -. ..,......- y.-- .- .+. -... .�.. �....- � 1 _. i•. .- ...A._.�. +1.._.- ..}. --- ,�.}+..w._.w..r.._+ ..i• �..1.+. •. N^ .•i . 1♦.• ..p ; .. y ww. y � w "r .�wv♦ lux 1 r14I 21♦.�yk M• ri^ / y1 I . s 1 . `I M4 4 ' t t t 1 1 r o• • ,1 ( \ t OF All IL IN I'''""'"' j 1 , ; -a•��'�c" 33 � ... _ _ 0000_.,._,,_ .._ _0000 __00_00 0000.... � 1 i' � � , r J � � � ral � 1 1 r l � ..,,•• 0000•! �"•v. ry r.-.� .1..•. 1 �_ -•-mot � i — t JNIVd QQAQKAT ?, I I 1 0 n - x•/7111 i. 1 1 I.t.j c� s ;. y •Y� th 4 ' t t t 1 1 r o• • ,1 ( \ t OF All IL IN I'''""'"' j 1 , ; -a•��'�c" 33 � ... _ _ 0000_.,._,,_ .._ _0000 __00_00 0000.... � 1 i' � � , r J � � � ral � 1 1 r l � ..,,•• 0000•! �"•v. ry r.-.� .1..•. 1 �_ -•-mot � i — t JNIVd QQAQKAT ?, I I 1 0 n - x•/7111 i. 1 1 OCT 281966 1 2 QZe COUNTY WATI:n ! sISTR,l -E1. +30 IYI QX W. S. El. 23C' c, of \ •� / /..,1 0 ,��f.y.�1'. \u'° .o //f .° V. 04I 4i 19° 071,3014 'I' S3 1 00�� _ -- _-- ,r o , M o °,'irk.. iii ' Ill'• ,r Em bonkmen t L J ° Q p IC , I n *AP t R= 2o00.00 ' 9,/ .'�� \� �a, 5 �g20 �w o Original ground surface-. v h�i T- 336.901 - tr L = 667 59' ` �- �= �' • • , , vi AP 29 �• Qf M/ 2{ t3 -c� • !'r ` \ 'moo - I �..�.r. ,�\ o !� (0 Nip o t� ` ^ `� °1 •; . i` ; i \a �// ��� - .�»..- -.-... ° 11 �o ° , ' a° o U 1 '�� Ntcn '-� o ° '�„ 4 ► `'- Blended compacted earth core ' + , W t1t ' t •ia i + 2 \ 4 s •' ,�, , OAP �� ' Q1 •'� �1a \� `o ' 4.:,,'rn� "--Compacted emba�lk eril V q- Gravel Pit road. See 2!2 -D• -6095- �'_ 1 1 �;,� � � P m • .,i pa DIKE No. 2 . � D / KE NO. 2 `� �% (� TYPICAL SECTION VV CAL` ` !� �31 1 }r� AP5 -_.._....... AP 6+ 02 -APO 1 M� AP7 1� p �0 0 �0 20 30 N 74 ° 22 / \ ± P O 3, E 3r 1' r1 '+..+.,,-•w ° 1 11 E .. �``�`•� o I Z Oj 6 z- I l t S 62 35 53 L I SCALE OF FEET < v / �'i� a• � - I 1 0 .� c�ec '� 6 �Cf .,�1/ C1cc���IOn { I Ile - - 7& Qia. Connecting Pipeline, A v/ cry 1� �• gt9 �� x �� i �'~° 1 { i `, 1 r / u �f � j�• / ' Q�,�% ,'fi % r. / -_ -+ - .. see .., .2, _1.2...-..0Y. -- 80.9.0.., / #/ (p " -------- --------- PI. 1 1- 01. _ `0 d = 39 0321 00 O 4 . / / (0 o R` 2000.00, �a �1 car • - ""`t, 200 0 200 (ti T 718. 741 14° 600 I� L = 137.9. 97 �`♦, �'L' /0'� / rAP9 A l 8 0+ 08.69 p SCALE OF FEET ( 4. 30 °5.4100'1 1 y i� or 700000 I.l T. 6S `] ,) R. / E. r T- 552.761 1 I V N i L =1078 62 f EXf'end mike fo mounlairl C o�C''Iti ct o I / io dive& NOOCi flaws t f t i I 9 IJ r0 5 +-50 NOTE For logs of exploration, See 212 -D -8082. THIS DRAWING IS AN 11AS BUILT" FOR DIKE NO, 2 ONLY. +40 +30 +20 +10 -10 O F VALLEY COUNTY 'lJATI:R DISTRICT OACHELLA, CALIFORNIA •-�•• No......Lt.�....,... . ■ -� � � L( 5-1-70 REVISED SIZE OF CONNECTING PIPELINE D- / • 26 -46 • 4 EE V/Sr:•L3 7'4 SNOW 01G1-17' OF' WAY - �. • '14 ,..t .N.♦.. . . •. r, Y•`W �. enFr^^MtI ... .•...r, 10 -17 -• rva p . fZ L. • . v. w+.+ wwr+._ w..w�w..w.,ww+rw•w...r•++._rr. EVACUA7.10t•f SrMUCT41RE AND 8-30-66 ADDED 70" DIA. CONivecrtNo PIPELINE. D- � ALWAYS THInK SiAf'ETY u N I —,co s rA rE S DEPARTMENT OF THE INTERIOR o BUREAU OF RECLAMATION SOULQER CANYON PROJECT ALL-AMERICAN CANA1. SYSTEM - CALIFORNIA COACHEL L A VALLEY COUNTY WATER DISTR ICT Rbig DIKE NO, 2 STA. O f OQ TO STA, 51,428 PL. A N A &D PROFILE DRAWN rIVACLrO ,J CHUCKED AFP R pY B O .. -.. X161 CN /,RY+ CANAL 11 AN CN .7EN1'L"R� COLORADO OA-C. 14, fV64 ' -� � � L( 1 r 1' i ,q :t 40 PLOW A ' �•. +: /I'f• • p, G i .' 'r � � r'�.r It �G: 7�'it /�/ -•' ►� i JP. I�j. av• Yd .-. • .;,•.1 1 �•,.,.�• i•• 13i�9� r,}�. F x'••xd +/ij ,�.Q►J%a, Y4rs. I I Q )b 1 ' OCT 2 8 1966 1 cbACHELLA VALLEY --j; Crave 1 Pl!' Road. For ryj6ioal / ,.,E pike No, for 7yp'ical . 212-D* - / : t5c0fi0n see 2J2 -D M807� tot As r . w M ..• w w• �►i r ••r •t 1 •ii • �` .. -� - - 1 24 "Pre cast co crefe , ' �� �'� Strucfure symm, (Office reloco abo r re ss ure pipe r`t' on " ;• �` t `3f V168.5'2 E Dike JVu, 2, 10+00 9 Gravel Pi i Rood • - PLAN If • to 1e, zo 3e, �* .• _.-. wn.+. �4w-«....+.-•»..+•. »ww+.Il...r+.w+...wr.•_..•.,_.� w �w. r. w » ✓� „� � /.► r ' SCALE OF FEIrT IT�, y. ... ...• ., w .r .s.• ... .._ ... ... � (;.I r V / Y� % l� I _. w.. ..� .w _.. ..w ..,.. �.. r.. +4 .._ .w ... A...•wr mat a.. w�,. »w .r .w ww •w ..++ dw• ...• •_,.• .•w wr ..1.+...... «.•.• •. -...w r.. •++► �G7r 6/ �f %1. •'_' ........._.. _.....,_ .w +.•. .._. ... _..w .+. _...�... «..- ,....r. . • i rI 1 2 -#4 U. bars u o41 •,,. � �...'•. "• ` L Dike JVo. 2 0/),Y f ;; a' „•, , ; ', - , l,.n�t�c c�r4parted arty► oorc -. C ('rave:./ Pit- Rood - t 1 , 1 I ' 3' (� 4 •� BI tum/nous' suritCrrl9 - �� ..., _. r~ . �� t~'1. ' 1 r • + 1 �•f��`i I /yV� •1 /i /} '.\ r✓r1'mbat�krrr..nt S>7"1C3JV�G ' L.l'�i�Vi}%l'1�1.i',rl1l +...,�) .... `• ,',�1N. o •••./ �.- ..o..:�.< <*..F � • %, 1 .00riyinal ground Surfalce- !, E • ♦ „'t'. 1.:�{rZ :.• /y{:K.S .r' �..".! ..,' -`r`'" /i S G. t 09"/ ✓�.7 .7 /% 'i+ , y r, E." '- • ♦ %'1t .i''' 'f: ll-compal fed bc�ckfrli` / Pipe, collars= I 1 1 zo• ar �. • . �,�; - •� ' 30.01 -Ij 1 1 'Compacted eL( •' cm b4•�• 1'ie ft-,, _+.^. ..iA .+... w.i +..L 1 ' Q � � ��10 M I - • ``',. • ' ' , (t �•• '' •� ..• I• • I . �•'•'� v `Compacted backfill )111 12 0'.- - --1P4 --33.0 N1ir7.- - 1 � .•.i. _.y .w .MY eq �"IV ! ... .�,y.+w. +... � ... »....A,.��{,/ •"� 7 \ 1 1 y, • 1/ '•�t��, ' I 24825 ,• 4 �� " • ' ....._ - - - - -- 24 t; 25 . _ . _..... _ .. •. ..,.a,F _. . _.. _.. ,Ir ..e�y 2 -,.. — •� — •-- -- - --a i ` ` ► Concrete be, o k fi 11 ! 5 -- -• --" 4 f3 25 �- ; 1 . Pl�yltn�:� for• ex:ava�•/a� • ,�. ,,,F far structures. SECTION SECTION �� ' (Not to :�Gcd e) 'mbar�km4 ni�� , Embankment, Original ground surfa.:e .) fl 1 .. ..�. • r••••• ♦ Ili i'.' \1' i' !.• V.k. Ale `h, tr•�'w .'. pl: (� } yv // �` N / 1.1. 'y • ' 1 + I .. . i �' ••� 1.251 {' � 1' ' t�rr rrrai�rovvtd ►� 2 -�4 .7 M «'�•, �. r ,.�, I • +r gait rTt rr• �•..(— _ •16ft ON f Y. r+ \` // /► 4' ♦ 4 1 I.i [. ( ,* 'r r /y j / /.V uNl� !Y� 1lf • . ^'`\ 111 1 116 1 a' !- l:,•�?, ` 1 �' • rr': y, ` 'r • w � 1 •\ . �• •....•.+hr• t i+•. •..'.....•...il,`r . 'oi�,•''��^1j1+�y' �/,•��` �.... -D ,v, � 1 Q •111. , /y''G 1S%".r�. •1 ! t�` •� t A. ,,,/ /•. �;"•I /'/ .`%" ��r'�`�••• .jw1•,• • -' � '• •.. «i �A '�r�.+.�}r ( i ' '� �vrN..+�... I w •• •_I. � '•\ * �, t /V 1/lilp:.i�I�J�:i em��xrkmet�t � � ,.,r' � /• "�'.�f"y -�•'i7 4+1V'{'� I i• ' / + 1: 1. , t •' r M,; ; =' 1»l ; � �� / • y.� , }•r + i �' ' j ° • •,1.. F::• •� �• % /-r„� COn ?pact'�'t~.I 1/td•s~ k i11-•" �" M /!/ ','•••',....t .« i / •` 1 ( -Blended Compal~t�d t:uc�:filt -. , 1 , ' �, f • , M� - e carrtpac ed ,� ` earth' coee Pr�Iri »es' fpr xc tva ton %'r' ' �3 51 P1 ztrt 'conc4f& ba,,:kfaJl -� - �.- .>Y�..' qk�n. for 1� •f�1h/ ��! •� /! q r •y: a r � `• , �'• � 9!r '' J.I�•' ••'Gr,i • , arw.,i, 1 r ' II,/ I ///M. • ,t, v: SECTION S '.M..W.•.• ri••/'Ar •e /• ., ,::• 'r•.N+ ,iNr�. 'n i.� • r V.LI((}I r14'r H �./ //I A•i�j1 ierriv) t- ,4 ' 4 1z I SECTION C -C • �' � - l�'t^oyidel'stc'rn die, * ''') • -. +_ _ - w _ „� ., yl , , mole xrld 1,;_arc Splice ar6r) ,s Z -` 1 x. IV n'atck Tate 5t4 rn ' ' .�...�.... _ ., './ �q, �� � Syrx�rl+t. about •� • 1 to f f I� --'•� • �;, D t y I : :5r;�lm, tb�c,t 24X24" fate not shown-, ir L i 4 I.r A N r ;-' 12 Band kk GATE WELL + G -4 ;x114. 1 0 1 Z 3 4 5 /• JJ r, SCALr~ Of FEET _ ... _.�. J - 1=>arr face. . �11 { V., r5- 4012 60 tids +Z:- 4 E'4 e' barn i '` /I ` ~w .,....._ S flIICP. pt "ro; a •.... . •-' i P 1 1, .... / I In a to fl c9 X 4 ' s '`ru >n 4 SECTION !r - F IM, n Slide gate with Fillet „ ,' , r ' 9 mp+or operatored . �• -#4 Iai2�'' , 1V ,aFt* lift and anchpr bolt'„ ~. i'JM• 4 Jr?! fave 'ifs re`,{ut%`�'ri. �'teirr� � � ,�• ...� „•. '"''"� �„ 1• .-l. � . on : gate �12.tl` ' e: �. '���'� �' � r ��i%%f •'.- y`» 1' r4 Hoops �3Gi4.it"pr�s'�crre ��i •.'.•a....�.- r`r` � rj S..•1 � , •� � • • '+• • #4 Y /4 hand- Prarlds Splice , across 1E- -•'''' �.� � `af H I !I j '� ! !I 40 ' iV �_ 'fi=r � 1� ". i ; �;� i 1 •� , Co n c re+ & C/. Yes � w5 _ w �ar,ds YJ a 1 nr concrete, , -,. _.., _ , . w ' ,. •_ - . _ .... �.. 47 C u. YdA . Bands R --inforcemenf sfee; _ ;2550 Lb' • I , 1 '; 24 6 25 pressure p'ipc w _ — ...• ..... _ — _ 6:e, 24 Vr prcssura p i pc ..» ._ ........ .. `.... _ .._ -65 ► �, = ,. -; #4 hoops TIP 4'" `° NOTES 1 1 s , For details of 24 diamcter evacua1ion•co /tdu;f inlet wid fi" 5_0�v '►n , ,,� .N ' �, i c�11ar s /•t: 210 D- D hr 1 • fi. .0 •�- .r.•.•.1►. �.•q+_••« / � .tru[+vlsrtw.vM^.•+rrvM. ,� • at 'p -~'xr " v'a rcter•1�A J►IV�) vn e� s ,� herwls0 4 x'12`..- ; f�1~-Z3� b ,1;t co (,5v�q) ''t► uc1 vrM to be Maced on urclisfurbad earth or `Gr•ouf_pcckat to be fi1Md r+hdrr.g4ispixced CorrlpactCd fill. S�C7'ION DMD PrecaAi concrete pipe, shall conform to the rejuirementt corrfained in these ,ipecil:icafions Apr pre,sura pipes.,: LIt11cx.,s oth4rv4irar slrorvn, Ja ;e re;nfar:. n.ts:o thattho ` c.. (m :i,:rarrcw ba:twc nr ac.• ^f conc►°etu. and n> arv: ), rc:: /,f ^r oem,ii ,t is J- " excr•pt prowida a dear diston e: , a ` � " f r +a rr1 t:r c••�:.� � cc1 r1�. j,,� j r• . 4q'-. all bars %.4 diatf'c tern .7t splacc5, ecric rc 1,,' design, ' ,'cw pt precast pips, ldarsc;d aft a • f.. __7, plastic fi.i;# w compressivr, st're;lgth of ,311600 ibs. eta s�.ln, Plain concrete bachfirl•- ^.'::�t•rY�►' .,.•; ir;'� G Crta,r,rer all ex• oserl carr�cla;� �„ � Pl a ire' c oaceets bwkf i1I • ;Inside cry 24 "PC.R is -r7- • � - n ✓ Ric oc.a�-�;� �•1-�ur'1-crr�a. BELL AND SPIGOT P1 PE o -40- 6e,' GATT WS :44.,allo0,01 Cn id C RE TE BACK F ; lw L 0114 T' WITM Et_LAST1 C FILLER ° ' REVISED TO n -�•-•' /Q - /r- �-► .tfF'L� ` ' �,j ;!) , ' wM�y, �wmv,ti „wawprMVr».v"n.'�h°'r�'%/Q/ 1 G L/ .Q•1•�.rl �MM�M oeFARrmgNr of rtie INrrRioR "°•”' • :+ SURE'AU OP R&CL:A)WATION BOULDER CANYON PROaC4T DATE 62 AL L.-AMERICAN CA14AL.5Y3TCM- •GA1.IP0t?NIA ' COAC1,4EL .A VALLEY COUNTY ..4WATCk, V)ST iCt AXB. ,C V C WWv D COACHELLA VALLEY COMITY WAtER DISTRICT DIKE: N a. 2 "' S TA. 3� t 00 AC CAL IrORNIA 24" P C• P, 6 VA C IJ'A T I S E FOR CONSTRUCTION SubmiiW b ` • vRAwnl �Yl• � • ° _ ..... . ' _ . s>��tir r r r1rD _ �4 _�1.: vs�. _ . Approved fi •, " •; - r . ; . _ , .. . rRAUEO. _ .... _ _ . , _ .. ,,.R4•00MMEN0fD Data , 17 Q T. , 67 .w °.,,.. -.., APARO VED �,~• - • a•+r••w„w p, ..,r...MM.SI ....A.r «....w.,It,... .I MMMOWANVAMM tom° g 1 3310- m17 A` ,a 1 1 Splice across C optional.--- ~' 1 - #4 - - 1, I ' -`� C ; -�C D 6 -> I 6 PLAN T YPE (5 (MAX, 4 F 59 C. f. S,) I I �o -_Y I E ,- -Symm. about C �A A 3- E 4 @ 12'," 11 a 3-�#4 8." Bend into side walls. 2- I to #4 Edge bar .,• -, x -,° •o�s 3 Fillet ' #.hoops -,,r l6' o ro b r �;� 3•+ o ` # 4@12 -411 •3 " -� Y },• : ;' :� J '0 311 J0 D/0. pipe ��,: `D M o: 3` Fillet 3" Fillet-' ±;N ` -A4 12,1 0 'SECTION A -A -3 11 Fillet .//�� 7T4. -� V. 0.- o#4 9� -�� ---*4 Hoops , ^3,1, SEC TION BwB - Splice across C optional, #4 Edge "ar- , For face I` �N I. , #4 @ 1011 _ #4 @ /0'�� s-3 Pg Hoops 1 -3 "Fillet #4@1210. , =�N \,.Splice across C optional SECTION * C -C 2 :4 -- #4 #4 Edge bar o. .Q . a. Splice across C�` optional. - -' SECTION D- I I t - C H w r- _ Y -3 "Fillet = x_ I F ` I .+ i� 3r 011• -- -2� 3'+ !__ j 311 '-� I ' FL 0 w -S mm. about C. Sy mm. -- �A F ,' I F Splice across C % ! J�4 Edge I 7" optional. - bars.., I #4 @ 12`c ' It -<J H <j j. -<-7 I I I I , I K_____ __5`-10 "---- ____,. ________r'8'► J K PLAN ' 11111 ° g T YPE ® (MAX. 4 - B5 C. f« S j SCAi.E OF FEET #•4 (q 12= ,+ -3-#4@9'1 Bond into side walls. ' =Y-- ; " ­*4 Edge bar ba 3 "Fillet ' #4 Edge r -; o x ;,-1911 ••• ~-4` 12 y ; ( -411 i �,#'�� /2,1 I 'Q ,• ' ' .. ,` I - ---F- -,fit — _....._... •5' C r� _ c —311 , - °' .. I ^' _ m JC •' ,1r ' ^,,, 32 #4 Hoopst -; M 36 Did. pipe i'1 -'' s. o . b. • o ►► _.. -3 Fillet j - .. o. •.• : •1; shown o � � '.o..• -- �;.:;.'�:~~:' ;: -;.:� o. #4 Edge bar. Bond 3 "Fillet' - -� #4 @ 12" , into side walls. D sEC r/oN ' F -F rn r #4 1211 _ _ ( ---#4 @ 12' ` #4 @ 811 #4 Edge uar - -.�' Splice across C optional. ELEVATION E-E Q ill 'A 32- �' 3 "Fillet, #4 C-@ It ' n: '� _`s! -:moo �"'^?.'1't" ."::';•ira`: _sp"�'` . o. 22 �o• -18'1 �+ , 4 Hoops ' ail_ SECTION G-G ,Splice across C optional ,#4 Edge bar. , `N t :� ,. --�-- --�-- -�-- -- �-- - , -Far face _ i ! Near #4 10'-',- -0 I I face;, o• I- ( c I 1 ! -#4 Hoops #4 @ 121! �`YSplice' across C optional SECTION H -H Splice across C;' ° optional - - - SECTION J -J 1- #4. Bond into side wolf.,, #4 @ 101► --- _ - @ ►► #4 12 4�'4 Edge bor -'* I �" I #4 @ 9/1 - #4 Edge bar • IN^ 1011 CQJ -P4 1211 ESTIMATED QUANTITIES 17- EM TYPE-5 T Y Pe"-6 Concrete, Cu. Yds, 7.3 10,9- ; Reinforcement Steel, Lbs. 565 830 of NOTE'S Chamfer all exposed corners, unless otherwise shown. #4 Edge bar. Bond -Unless .othewise shown, place reinforcement so that the clear" into side wall distance between face of concrete and*nearestrrelnfoncanrerO' is 12', except provide a clear distance from face of concrete placed against earth or rock *of 21' 1 •`t , Lap all bars 24 diameters at splices, unless otherju'se shown. Concrete design based on a compressive strength of 30001bs er sq. in. .. '-splice across C optional, ELEVATION K -K UNITED STATES DEPARTMENT OFTHE INTER /OIL BUREAU OF RECLAMATION MOULDER CANYON PROJECT. ALL-AMERICAN CANAL SYSTEM- CALIFOHIJiA COACHELL.A VALLEY COUNTY WATER Dls -T.RICT R.11. DIKE No. 2 -- STA. UtOO BAFFL. ED oun E T T YPES 5 AND 6 DRAWN. _ TRACED_ _ _ _G•D• •_ _ — _ _RECOMMENDED —__ _ _•., ._,_ CHECKfOCcl.i _- APPROVED_- _.,JXz CM! pL°SIQNINONti,N� r DENVER. COLORA00, .� 164_,0'+ 1i I p' r ,- Evacuation conduit D > L...._.. -� A' Symm. FLOW �„ =�, - ►� about. C � ._...: ..._ _._...._. �:• . ', ' ..!� ,. inlet - -- ° _ »ic _ • , B L>- PLAN. INLET 1 0 f 2 3 4 5 SCALE OF FEET a 2 #q Bars -' .. #3 Hoop welded to ; ► , ends of #4 bars.- - • : �..�" : recast concrete pl'.:r pipe.--' 'q #4@1211 Bond in to barrel • • -- . '*4 @IZu For elevation see structure drowings s� I �N #412' Bond---,., ° ` '`�4 From wall into floor -6 Fillet '6 "_ : e4 @124, #4 From wall h - >4 8 ►� , SECTION A--A Splice across " -C Inlet C optional - - # w ` I -4012 6 La STMI r Pipe to _be centered ` in collar -------- �� - /-Mortar bars in bell as directed. o � 74 -Bonds @12' ,- Tranverse bars continuous in walls and floor. N- i f �" Bond into wall-,' StCTION B —B Precast concrete pipe-_ Partial transverse bands to be one piece.% #4 @12 " - -•- .--C Inle t _ _,A Hoops - #4 @124► '' _ --- Complete transverse bands \:i1• : 4 1)] may be one or two piece. SECTION C —C /:t4 -Hoops -Evacuation conduit #3 @ 12" In center of cofla/: ELEVATION --PIPE COLLAR Evacuation condui 144 "Did, precast cr�crefe pressure pipe -Bevel end of pipe as required For slope of evacuation conduit see structure C drawings. NOTES i4lF s f . #3@JZ SECTION D_D Unless otherwise shown, place reinforcement so that *the clear distance between face of concrete and the nearest reinforcement is 12 except provide a clear distance from face of concrete placed against earth or rock of 2.' Lap all bars 24 diameters •at splices. Chamfer all exposed corners w. Monolithic concrete design based on a Compressive strength of 3,000 lbs. per sq. in. I® n