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31874
`� 1 � � � � . � t .� i. .. a y k ► �, + a. 1 .. ; � j k Y . ` ' . ' � r . � � � I �, � H � g06,C1. o a - y s CARMELA PARCEL MAP 31874 HYDROLOGY & HYDRAULICS REPORT FOR ON -SITE STREETS & OFF -SITE IMPROVEMENTS PREPARED BY: PREPARED FOR: Taylor Woodrow Homes, Inc. 15 Cushing Irvine, CA 92618 July 6, 2005 CARMELA PARCEL MAP 31874 HYDROLOGY & HYDRAULICS REPORT FOR ON -SITE STREETS & OFF -SITE IMPROVEMENTS I' 7a17s�� THE KEITH COMPANIES PALM DESERT DIVISION 73 -733 FRED WARING DRIVE, SUITE. 100 PALM DESERT, CA Prepared Under the Supervision of: Brooks D. Franklin R.C.E. 61887 Expiration Date: Sept 30, 2005 �o QRpF ESS l pal No. 61887 Z m Exp. 9/30/05 J� C /VI\- qTF OF Cm_\F��� CARMELA ' PARCEL MAP 31874. HYDROLOGY & HYDRAULICS REPORT FOR ON -SITE STREETS & 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 NUISANCE WATER SANDFILTER CALCULATIONS ' IV RATIONAL METHOD CALCULATIONS -100 YEAR V RATIONAL METHOD CALCULATIONS -10 YEAR VI CATCH BASIN DESIGN VII STORM DRAIN PIPE DESIGN VIII APPENDIX "A" - RCFCD REFERENCE MATERIAL IX APPENDIX ' HYDROLOGY MAP 1 t PURPOSE AND SCOPE The purpose of this report is to provide a hydrology and hydraulic analysis for the proposed 40-:acre residential development (Carmela Development) located in the City of La Quinta, ° California. The site is located on the northwest corner of Avenue 53 and Monroe Street. This report summarizes the hydrology and hydraulics calculations for the site. The proposed storm drain system consists of seven lines (Lines "A ", "B ", "C ", "D"; "E ", "F ", "G ", "H", I , and 66J95). Lines I' and J convey the on -site flows into a retention basin in the center of the site. Lines "A ", `B ", "C ", "D ", `B ", "F ", "G" and "H" convey the on -site flows, as well as half - street flows along the project frontage (Avenue 53 and Monroe Street), into a ' retention basin in the southeast corner of the site. The proposed retention basins were sized for the 100 -year storm and will handle all site runoff and the half - street flows .from Avenue 53 and Monroe Street. In the event of an emergency, an overflow spillway has been provided for the retention basins. Water which tops the spillway will be conveyed to the southeast, 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. 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. �'I i n 1 DESIGN CRITERIA The following Riverside County Flood Control District (RCFCD) parameters were used in the preparation of the analyses: 1 • Antecedent Moisture Condition —,100 year 3 • 2 year —1 hour Precipitation 0.5" Plate D -4.3 • 100 year — 1 hour Precipitation 1.611 Plate D -4.4 :• Slope of Intensity Duration Curve 0.59 Plate D -4.6 • 2 year — 3 hour Precipitation 0.7" Plate E -5.1 • 100 year — 3 hour Precipitation 2.2" Plate E -5.2' • 2 year — 6 hour Precipitation 0.8" Plate E -5.3 • 100 year — 6 hour Precipitation 2.75" Plate E -5.4 • 2 year — 24 hour Precipitation 1.1" Plate E -5.4 • 100 year — 24 hour Precipitation 4.5" Plate E -5.6 • Runoff Coefficient 0.90 Plate D -5.6 • Hydrologic Soil Type "A" . 1 1 I SN011Vlrl3lv3 A® Auvwwrls SYNTHETIC UNIT HYDROGRAPH SUMMARY: PARK/RETENTION BASIN - 100 YEAR STORM EVENT STORM EFFECTIVE FLOOD REQUIRED PEAK DURATION RAIN VOLUME STORAGE FLOW 77.15 24 36;970 76.39 RATE (hour) (in) cult (acft cult ) (acft) (cfs 3 1.05 51,146 1.17 50,723 1.16 23.67 6- 0.96 46,915 1.08 46,527 1.07 19.40 24 0.76 37,278 0.86 36,970 0.85 3.52 RETENTION BASIN - 100 YEAR STORM EVENT STORM EFFECTIVE FLOOD REQUIRED PEAK DURATION RAIN . VOLUME STORAGE FLOW 77.15 24 36;970 76.39 RATE hour in cult (acft) cult (acft ) (cfs) 3 1.05 103,925 2.39 103,110 2.37 45.62 6 1 0.96 9.5,771 20 95,023 2.18 37.40 24 1 0.76 77,196 1 1.77 76,602 1.76 6.79 RETENTION BASIN SIZING: The proposed retention basin is designed to retain the volume generated by the 100 -year storm event. Sand filters are proposed to minimize nuisance flows to the basin. ON -SITE VOLUME REQUIRED vs VOLUME PROVIDED PARK/RETENTION BASIN - 100 YEAR STORM EVENT DURATION (hour) VOLUME REQUIRED (co VOLUME PROVIDED (c MAXIMUM WSEL (ft) 3 50,723 66,649 77.47 6 46,527 77.15 24 36;970 76.39 ON -SITE VOLUME REQUIRED vs VOLUME PROVIDED RETENTION BASIN - 100 YEAR STORM EVENT DURATION hour VOLUME REQUIRED (cf) VOLUME PROVIDED c MAXIMUM WSEL ft 3 103,110 133,724 76.06 6 95,023 75.76 24 76,602 75.06 DRAINAGE INLETS All proposed inlets are curb inlet catch basins (City of La Quinta STD. 300) in sag condition, except CB # 19, which is a flowby catch basin. The capacity of City standard curb inlet catch basins were analyzed using the weir equation as per the city of La Quinta City storm drain requirements. The capacity is 10.1 cfs when W = 4 feet and 20.2 cfs when W =8 feet; therefore all catch basins should adequately handle flows from the 100 -year storm event. See the Catch Basin Design section for sag and flowby catch basin sizing calculations. A summary is provided below for each inlet. INLET BASIN INLET DISCHARGE Q 10 cfs TYPE SIZE 1 11.67 CURB INLET CATCH BASIN W =8' 2 11.55 CURB INLET CATCH BASIN W =8' 3 3.99 CURB INLET CATCH BASIN W =4' 4 4.23 CURB INLET CATCH BASIN W =4' 5 10.29 CURB INLET CATCH BASIN W =8' 6 5.51 CURB INLET CATCH BASIN W =4' 7 10.22 CURB INLET CATCH BASIN W =8' 8 5.44 CURB INLET CATCH BASIN W =4' 9 6.95 CURB INLET CATCH BASIN W =4' 10 9.91 CURB INLET CATCH BASIN W =4' 11 2.32 CURB INLET CATCH BASIN W =4' 12 4.19 CURB INLET CATCH BASIN W=4' 13 9.48 CURB INLET CATCH BASIN W =4' 14 8.52 CURB INLET CATCH BASIN W =4' 15 5.17 CURB INLET CATCH BASIN W =4' 16 3.87 CURB INLET CATCH BASIN W =4' 17 13.72 CURB INLET CATCH BASIN W =8' 18 2.44 CURB INLET CATCH BASIN W =4' 19 2.29 CURB INLET CATCH BASIN W =8' t 5 IETENTI ®N BASIN CALCULATIONS I A 8 C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH . 2 DATA INPUT SHEET 4 WORKSHEET PREPARED BY: 5 6 PROJECT NAME Stonefield 40:Acres.=:;'ParklRetention Bashi 7 TKC JOB # 3054 ;02 8 9 CONCENTRATION POINT DESIGNATION RETENTIQN .BASIN 10 AREA DESIGNATION OWSITE' '.. 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 15 PAVING /HARD_SCAPE 16 SF - 1 ACRE 17 SF - 1/2 ACRE __ 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF- APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LO WOS . LS R-'-A'- TE (PERCENT) 27 ....... .. - - -.. . 28 LENGTH OF WATERCOURSE (L) '73.6 1050 7.4.6 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) 11009.96 F 525 .1227143 30 13598.79 :78.61 31 ELEVATION OF HEADWATER 84 32 ELEVATION OF CONCENTRATION POINT 74 33 34 AVERAGE MANNING§ 'V VALUE 0:02 35 36 STORM FREQUENCY (YEAR) - ..... _. _... _... - - -...__ . . 37 38 POINT RAIN _ 39 3 -HOUR 2.2 40 6 -HOUR 2.75 Ti— 24 -H0UR. 4:5 43 BASIN CHARACTERISTICS: ELEVATION PERCOLATION RATE (in /hr) DRYWELL DATA NUMBER USED PERCOLATION RATE (cfs) ARFA 72.6 7594:05 '73.6 .8668.7 7.4.6 9808`.38 75.6 11009.96 76.6 .1227143 77.61 13598.79 :78.61 14986.05 O 0 0 RCFCD SYNTHETIC UNIT HY.DROGRAPH METHOD PROJECT: Stonefield40 Acres - Park/Retention Basin BASIC DATA CALCULATION FORM TKC JOB # 3054.02 SHORTCUT METHOD BY JLS DATE. 3/11/2005 SUMMARY DURATION PHYSICAL DATA 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.11 CONCENTRATION POINT 0.96 0.76 FLOOD VOLUME (cu -tt) (acre -ft) RETENTION BASIN 46,915 1.08 f2l AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acre -ft) 50,723 1.16 46,527 1.07 ON -SITE PEAK FLOW (cfs) 3 AREA - ACRES 19.40 1 3.52 MAXIMUM WSEL (ft) 13.465 77.15 A L -FEET 1050 L -MILES 0.199 61 La -FEET 525.00 La -MILES 0.099 8 ELEVATION OF HEADWATER 84 9 ELEVATION OF CONCENTRATION POINT 74 10 H -FEET 10 11 S- FEET /MILE 50.3 [121 SA0.5 7.09 13 L'LCA/SA0.5 0.003 [141 AVERAGE MANNINGS'N' 0.02 1153 LAG TIME -HOURS 0.05 16 LAG TIME- MINUTES 3.1 1 100% OF LAG- MINUTES 3.1 18 200% OF LAG - MINUTES 6.2 19 UNIT TIME- MINUTES 100 % -200% OF LAG 5 [243 TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA (t) SOURCE [2] FREQUENCY -YEARS 100 ' [3) DURATION: 3-HOURS 6 -HOURS '24 -HOURS 141 "POINT RAIN INCHES Plate E -5.2 15) AREA 161 17) AVERAGE POINT RAIN INCHES (8) POINT RAIN INCHES Plate E -5.4 19) AREA (10) 111) AVERAGE POINT RAIN INCHES 1121 POINT RAIN INCHES Plate E -5.6 1131 AREA [14) [15) AVERAGE POINT RAIN INCHES 2.20 13.465 1.00 2.20 2.75 13.4651 1.00 2.75 4.501 13.465 1.00 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM 15] 1 13.465 SUM [7J [16) AREA ADJ FACTOR [171 ADJ AVG POINT RAIN 2.20 SUM [9) 13.47 SUM [11].. 2.75 SUM [13] 1 13.47 SUM [151 4.50 1.000 1.000 1.000 2.261 2.75 4.50 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in) 1.05 0.96 0.76 FLOOD VOLUME (cu -tt) (acre -ft) 51,146 1.17 46,915 1.08 37,278 0.86 REQUIRED STORAGE (cu -ft) (acre -ft) 50,723 1.16 46,527 1.07 36,970 0.85 PEAK FLOW (cfs) 23.67 19.40 1 3.52 MAXIMUM WSEL (ft) 77.47 77.15 76.39 Plate E -2.1 Page 2 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT Stonefield 40 Acres - Park /Retention Basin CONCENTRATION POINT: RETENTION BASIN BY JLS DATE 3/11/2005 AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E -6.11 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 13.47 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 SUM 13.465 SUM 0.4070 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY). Fm= 0.2035 C= 0.00377 Ft= C(24- (T /60)) ^1.55 = 0.00377 (24- (T /60)) ^1.55 + 0.20 in /hr LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Park/Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE 3/11/2005 EFFECTIVE RAIN CALCULATION.FORM DRAINAGE AREA -ACRES 13.47 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.08 UNIT TIME - PERCENT OF LAG 162.3 TOTAL ADJUSTED STORM RAIN - INCHES 2.20 CONSTANT LOSS RATE -in /hr 0.41 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 efs Unit Time Period Time Minutes Hours Pattern Percent (Plate E-5.9L 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 0.343 0.41 0.31 0.03 0.46 138.64 2 10 0.17 1.3 0.343 0.41 0.31 0.03 0.46 138.64 3 15 0.25 1.1 0.290 0.41 026 0.03 0.39 117.31 4 20 0.33 1.5 0.396 0.41 0.36 0.04 0.53 159.96 5 25 0.42 1.5 0.396 0.41 0.36 0.04 0.53 159.96 6 30 0.50 1.8 0.475 0.41 0.43 0.07 0.92 275.49 7 35 0.58 1.5 0.396 0.41 0.36 0.04 0.53 159.96 8 40 0.67 1.8 0.475 '0.41 0.43 0.07 0.92 275.49 9 45 0.75 1.8 0.475' 0.41 0.43 0.07 0.92 275.49 10 50 0.83 .1.5 0.396 0.41 0.36 0.04 0.53 159.96 11 55 0.92 1.6 0.422 0.41 0.38 0.02 0.21 62.21 12 60 1.00 1:8 0.475 0.41 0.43 0.07 0.92 275.49 13 65 1.08 2.2 0.581 0.41 0.52 0.17 2.34 702.07 .14 70 1.17 2.2 0.581 0.41 0.52 0.17 2.34 702.07 15 75 1.25 2.2 0.581 0.41 0.52 0.17 2.34 702.07 16 80 1.33 2.0 0.528 0.41 0.48 0.12 1.63 488.78 17 85 1.42 2.6 0.686 0.41 0.62 0.28 3.76 1128.64 18 90 1.50 2.7 0.713 0.41 0.64 0.31 4.12 1235.28 19 95 1.58 2.4 0.634 0.41 0.57 0.23 3.05 915.35 20 100 1.67 2.7 0.713 0.41 0.64 0.31 4.12 1235.28 21 105 1.75 3.3 0.871 0.41 0.78 0.46 6.25 1875.14 .22 110 1.83 3.1 0.818 0.41 0.74 0.41 5.54 1661.85 23 115 1.92 2.9 0.766 0.41 0.69 0.36 4.83 1448.56 24 120 2.00 3.0 0.792 0.41 0.71 0.39 5.18 1555.21 25 125 2.08 3.1 0:818 0.41 0.74 0.41 5.54- 1661.85 26 130 2.17 4.2 1.109 0.41 1.00 0.70 9.45 2834.92 27 135 2.25 5.0 1.320 0.41 1.19 0.91 12.29 3688.06 28 140 2.33 3.5 0.924 1 0.41 0.83 0.52 6.96 2088.42 29 145 2.42 6.8 1.795 1 0.41 1.62 1.39 18.69 5607.63 30 150 2.50 7.3 1.927 0.41 1.73 1.52 20.47 6140.85 31 155 2.58 8.2 2.165 0.41 1.95 1.76 23.67 7100.63 32 160 2.67 5.9 1.558 0.41 1.40 1.15 15.49 4647.85 33 165 2.75 2.0 0.528 0.41 0.48 0.12 1.63 488.78 34 . 170 2.83 1.8 0.475 0.41 0.43 0.07 0.92 275.49 35 175 2.92 1.8 0.475 0.41 0.43 0.07 0.92 275.49 36 180 3.00 . 0.6 0.158 0.41 0.14 0.02 0.21 63.99 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.05 FLOOD VOLUME (acft) 1.17 FLOOD VOLUME (cult) 51145.76 REQUIRED STORAGE (acH) 1.16 REQUIRED STORAGE (cult) 50722.87 PEAK FLOW RATE (cfs) 23.67 Plate E -2.2 Page 4 of 14 t I if L 1 Ll I , RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Park/Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 3/11/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 13.47 UNIT TIME- MINUTES- 5 LAG TIME - MINUTES 3.08 UNIT TIME - PERCENT OF LAG 162.3 TOTAL ADJUSTED STORM RAIN- INCHES 2.75 CONSTANT LOSS RATE -in /hr 0.407 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 0.5 0.165 0.41 0.15 0.02 0.22 66.65 2 10 0.17 0.6 0.198 0.41 0.18 0.02 0.27 79.98 3 15 0.25 0.6 0.198 0.41 0.18 0.02 0.27 79.98 4 20 0.33 0.6 0.198 0.41 0.18 0.02 0.27 79.98 5 25 0.42 0.6 0.198 0.41 0.18 0.02 0.27 79.98 6 30 0.50 0.7 0.231 0.41 0.21 0.02 0.31 93.31. 7 35 0.58 0.7 0.231 0.41 0.21 0.02 0.31 93.31 8 40 0.67 0.7 0.231 0.41 0.21 0.02 0.31 93.31 9 45 0.75 0.7 0.231 0.41 0.21 0.02 0.31 93.31 10 50 0.83 0.7 0.231 0.41 0.21 0.02 0.31 93.31 11 55 0.92 '0.7 0.231 0.41 0.21 0.02 0.31 93.31 12 60 1.00 0.8 0.264 0.41 0.24 0.03 0.36 106.64 13 65 1.08 0.6 0.264 0.41 0.24 0.03 0.36 106.64 14 70 1.17 0.6 0.264 0.41 0.24 0.03 0.36 106.64 15 75 1.25 0.8 0.264 0.41 0.24 0.03 0.36 106.64 16 80 1.33 0.8 0.264 0.41 0.24 0.03 0.36 106.64 17 85 1.42 0.8 0.264 0.41 0.24 0.03 0.36 106.64 18 90 1.50 0.8 0.264 0.41 0:24 0.03 0.36 106.64 19 95 1.58. 0.8 0.264 0.41 0.24 0.03 0.36 106.64 20 100 1.67 0.8 0.264 0.41 0.24 0.03 0.36 106.64 21 105 1.75 0.8 0.264 0.41 0.24 0.03 0.36 106.64 22 110 1.83 0.8 0.264 0.41 0.24 0.03 0.36 106.64 23 115 1.92 0.8 0.264 0.41 0.24 0.03 0.36 106.64 24 120 2.00 0.9 0.297 0.41 0.27 0.03 0.40 119.97 25 125 2.08 0.8 0.264 0.41 0.24 0.03 0.36 106.64 26 130. 2.17 0.9 0.297 0.41 0.27 0.03 0.40 119.97 27 135 2.25 0.9 0.297 0.41 0.27 0.03 0.40 119.97 28 140 2.33 0.9 0.297 0.41 0.27 0.03 0.40 119.97 29 145 2.42 0.9 0.297 0.41 0.27 0.03 0.40 119.97 30 150 2.50 0.9 ' 0.297 0.41 0.27 0.03 0.40 119.97 31 155 2.58 0.9 0.297 0.41 10.27 1 0.03 0.40 119.97 32 160 2.67 0.9 0.297 0.41 0.27 0.03 0.40 119.97 33 165 2.75 1.0 0.330 0.41 0.30 0.03 0.44 133.30 34 170 2.83 1.0 0.330 0.41 0.30 0.03 0.44 133.30 35 175 2.92 1.0 0.330 0.41 0.30 0.03 1 0.44 133.30 36 180 3.00 1.0 0.330 0.41 0.30 0.03 0.44 133.30 37 185 3.08 "1.0 0.330 0.41 0.30 0.03 0.44 133.30 38 190 3.17 1.1 0.363 0.41 0.33 0.04 0.49 146.63 39 195 3.25 .1.1 0.363 0.41 0.33 0.04 0.49. 146.63 40 200 3.33 1.1 0.363 0.41 0.33 0.04 0.49 146.63 41 205 3.42 1.2 0.396 0.41 0.36 0.04 0.53 159.96 42 210 3.50 1.3 0.429 0.41 0.39 0.02 0.30 88.87 43 215 3.58 1.4 0.462 0.41 .0.42 0.05 0.74 222.17 44 220 3.67 1.4 0.462 0.41 0.42 0.05 0.74 222.17 45 225 3.75 1.5 0.495 0.41 0.45 0.09 1.18 355.48 46 230 3.83 1.5 0.495 0.41 0.45 0.09 1.18 355.48 47 235 3.92 1.6 0.528 0.41 0.48 0.12 1.63 488.78 48 240 4.00 1.6 0.528 0.41 0.48 0.12 1.63 488.78 49 245 4.08 1.7 0.561 0.41 0.50 0.15 2.07 622.08 50 250 4.17 1.8 0.594 0.41 0.53 0.19 2.52 755.39 51 255 4.25 1.9 0.627 0.41 0.56 0.22 2.96 888.69 52 260 4.33 2.0 0.660 0.41 0.59 0.25 3.41 1021.99 53 265 4.42 2.1 0.693 0.41 0.62 0.29 3.85 1155.30 54 270 4.50 2.1 0.693 0.41 0.62 0.29 3.85 1155.30 55 275 4.58 2.2 0.726 0.41 0.65 0.32 4.30 1288.60 56 280 4.67 2.3 0.759 0.41 0.66 0.35 4.74 1421.90 Plate E -2.2 Page 5 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Park/Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE:' 3/112005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 13.47 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 3.08 UNIT TIME - PERCENT OF LAG 162.3 TOTAL ADJUSTED STORM RAIN - INCHES 2.75 CONSTANT LOSS RATE -in/hr 0.407 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 57 285 4.75 2.4 0.792 0.41 0.71 0.39 5.18 1555.21 58 290 4.83 2.4 0.792 0.41 0.71 0.39 5.18 1555.21 59 295 4.92 2.5 0.825 0.41 0.74 1 0.42 5.63 1688.51 60 300 5.00 2.6 0.858 0.41 0.77 0.45 6.07 1821.81 61 305 5.08 3.1 1.023 0.41 0:92 0.62 8.29 2488.33 62 310 5.17 3.6 1.188 0.41 1.07 0.78 10.52 3154.85 63 315 5.25 3.9 1.287 0.41 1.16 0.88 11.85 3554.76 64 320 .5.33 4.2 1.386 0.41 1.25 0.98 13.18 3954.67 65 325 5.42 4.7 1.551 0.41 1.40 j 1.14 15.40 4621.19 66 330 5.50 5.6 1.848 0.41 1.66 1.44. 19.40 5820.92 67 335 5.58 1.9 0.627 0.41 0.56 0.22 2.96 888.69 68 340 5.67 0.9 0.297 0.41 0.27 0.03 0.40 119.97 69 345 5.75 0.6 0.198 0.41 0.18 0.02 0.27 79.98 70 350 5.83 0.5 0.165 0.41 0.15 0.02 0.22 66.65 71 355 5.92 0.3 0.099 0.41 0.09 0.01 0.13 39.99 72 360 6.00 0.2 0.066 0.41 0.06 0.01 0.09 26.66 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.96 FLOOD VOLUME (acft) 1.08 FLOOD VOLUME (cuft) 46915.28 REQUIRED STORAGE (acft) 1.07 REQUIRED STORAGE (cult) 46527.36 PEAK FLOW RATE (cfs) 19.40 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Stonefield 40 Acres - Park/Retention Basin 100 YEAR - 24 HOUR STORM EVENT CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 3/11/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 13.465 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.08 UNIT TIME - PERCENT OF LAG 486.9 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 CONSTANT LOSS RATE -in /hr We VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - inihr 0.204 LOW LOSS RATE - DECIMAL 0.90 . C 0.00377 PERCOLATION RATE cfs 0.00 Unit Time Period Time Minutes Hours r RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Stonefield 40 Acres - Park/Retention Basin 100 YEAR - 24 HOUR STORM EVENT CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 3/11/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 13.465 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.08 UNIT TIME - PERCENT OF LAG 486.9 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 CONSTANT LOSS RATE -in /hr We VARIABLE LOSS RATE (AVG) in /hr 0.4070 MINIMUM LOSS RATE (for var. loss) - inihr 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 cis Required Storage cf ' 1 15 0.25 0.2 0.036 0.719 0.032 0.004 0.05 43.63 2 30 0.50 0.3 0.054 .0.710 0.049 0.005 0.07 '65.44 3 45 0.75 0.3 0.054 0.702 0.049 1 0.005 0.07. 65.44 4 60 1.00 0.4 0.072 0.694 0.065 0.007 1 0.10 87.25 5 75 1.25 0.3 0.054 0.686 0.049 0.005 0.07 65.44 6 90 1.50 03 0.054 0.678 0.049 0.005 0.07 65.44 7 105 1.75 0.3 0.054 0.669 0.049 0.005 0.07 65.44 8 120 2.00 0.4 0.072 0.661 0.065 0.007 0.10 87.25 9 135 j 2.25 0.4 0.072 0.653 0.065 0.007 0.10 87.25 10 150 2.50 0.4 0.072 0.645 0.065 0.007 0.10 87.25 11 165 2.75 0.5 0.090 0.636 0.081 0.009 0.12 109.07 12 180 3.00 0.5 0.090 0.630 0.081 0.009 0.12 109.07 .13 195 3.25 0.5 .0.090 0.622 0.081 0.009 0.12 109.07 14 210 3.50 0.5 0.090 0.614 0.081 0.009 0.12 109.07 ' .15 225 3.75 0.5 0.090 0.606 0.081 0.009 1 0.12 109.07 16 240 4.00 0.6 0.108 0.599 0.097 0.011 015 130.88 17 255 4.25 '0.6 0.108 0.591 0.097 0.011 0.15 130.68 18 270 4.50 0.7 0.126 0.584 0.113 0.013 0.17 152.69 19 285 4.75 0.7 0.126 0.576 0.113 0.013 0.17 152.69 20 300 5.00 0.8 0.144 0.569 0.130 0.014 0.19 174.51 21 315 5.25 0.6 0.108 0.561 0.097 0.011 0.15 130.88 22 330 5.50 0.7 0.126 0.554 0.113 0.013 0.17 152.69 23 345 5.75 0.8 0.144 0.547 0.130 0.014. 0.19 174.51 24 360 6.00 0.8 0.144 0.540 0.130 0.014 0.19 174.51 25 375 6.25 0.9 0.162 0.532 0.146 0.016 0.22 196.32 26 390 6.50 0.9 0.162 0.525 0.146 0.016 0.22 196.32 27 405 6.75 1.0 0.180 0.518 0.162 0.018 0.24 218.13 28. 420 7.00 1.0 0.180 0.511 0.162 0.018 0.24 218.13 29 435 7.25 1.0 0.180 0.504 0.162 0.018 1 0.24 218.13 30 1 450 7.50. 11 0.19E 0.498 0.178 0.020 0.27 239.95 31 465 7.75 1.2 0.216 0.491 0.194 0.022 0.29 261.76 32 480 8.00 1.3 0.234 0.484 0.211 0.023 0.32 283.57 33 495 8.25 1.5 0.270 0.477• 0.243 0.027 0.36 327.20 34 510 8.50 1.5 0.270 0.471 0.243 0.027 1 0.36 327.20 35 525 8.75 1.6 0.288 0.464 0.259 0.029 0.39 349.01 36 540 9.00 1.7 0.306 0.457 0.275 0.031 0.41 370.83 37 555 9.25 1.9 0.342 0.451 0.308 0.034 0.46 414.45 38 570 9.50 2.0 0.360 0.445 0.324 0.036 0.48 436.27 39 585 9.75 2.1 0.378 0.438 0.340 0.038 0.51 458.08 40 600 10.00 2.2 0.396 0.432 0.356 0.040 0.53 479.89 41 615 10.25 1.5 0.270 0.426 0.243 0.027 0.36 327.20 42 630 10.50 1.5 0.270 0.419 0.243 0.027 0.36 327.20 43 645 10.75 2.0 0.360 0.413 0.324 0.036 0.48 436.27 44 660 11.00 2.0 0.360 0.407 0.324 0.036 0.48 436.27 45 675 11.25 1.9 0.342 0.401 0.308 0.034 0.46 414.45 46 690 11.50 1.9 0.342 0.395 0.308 0.034 0.46 414.45 47 705 11.75 1.7 0.306 0.390 0.275 0.031 0.41 370.83 48 720 12.00 1.8 0.324 0.384 0.292 0.032 0.44 392.64 49 735 12.25 2.5 0.450 0.378 0.405 0.072 0.97 872.25 50 750 12.50 2.6 0.468 0.372 0.421 0.096 1.29 1159.00 51 765 12.75 2.8 0.504 0.367 0.454 0.137 1.85 1663.07 52 780 13.00 2.9 0.522 0.361 0.470 0.161 2.16 1948.20 53 . 795 13.25 3.4 0.612 0.356 0.551 0.256 3.45. 3105.03 54 810 13.50 3.4 0.612 0.350 0.551 0.262 3.52 3170.37 55 825 13.75 2.3 0.414 0.345 0.373 0.069 0.93 835.40 56 840 14.00 2.3 0.414 0.340 0.373 0.074 1.00 899.05 57 855 14.25 2.7. 0.486 0.335 0.437 - • 0.151 2.04 1834.37 58 870 14.50 2.6 0.468 0.330 0.421 0.138 1.86 1678.16 59 885 14.75 2.6 0.468 0.324 0.421 0.144 1.93 1739.20 60 900 15.00 2.5 0.450 0.320 0.405 0.130 1.76 1581.23 61 915 15.25 2.4 0.432 0.315 0.389 0.117 1.58 1422.35 ' r Plate of 14 Page 7 of i4 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Stonefield 40 Acres - Park/Retention Basin 100 YEAR - 24 HOUR STORM EVENT CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 3111/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 13.465 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 3.08 UNIT TIME- PERCENT OF LAG 486.9 TOTAL ADJUSTED STORM RAIN - INCHES 4.50 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 ate E- Storm Rain in/hr Loss Rate in /hr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage of 62 930 15.50 2.3 0A14 0.310 0.373 0.104 1.40 1262.56 63 945 15.75 1.9 0.342 0.305 0.308 0.037 0.50 447.45 64 960' 16.00 1.9 0.342 0.300 0.308 0.042 0.56 503.93 65 .975 16.25 0.4 0.072 0.296 0.065 0.007 0.10 87.25 66 990 16150 0.4 0.072 0.291 0.065 0.007 0.10 .87.25 67 1005 16.75 0.3 0.054 0.287 0.049 0.005 0.07 65.44 68 1020 17.00 0.3 0.054 0.283 9.049 0.005 0.07 65.44 69 1035 17.25 0.5 0.090 0.278 0.081 0.009 0.12 109.07 70 1050 17.50 0.5 0.090 0.274 0.081 0.009 0.12 109'.07 71 1065 17.75 0.5 0.090 0.270 0.081 0.009 0.12 109.07 72 1080 18.00 0.4 0.072 0.266 0.065 • 0.007 1 0.10 87.25 73 1095 18.25 0.4 0.072 0.262 0.065 0.007 0.10 87.25 74 1110 18.50 0.4 0.072 0.258 0.065 0.007 0.10 87.25 75 1125 18.75 0.3 0.054 0.255 0.049 0.005 0:07 65.44 76 1140 19.00 0.2 0.036 0.251 0.032 0.004 0.05 43.63 77 1155 19.25 0.3 0.054 0.247 0.049 0.005 0.07 65.44 78 1170 19.50 0.4 0.072 0.244 0.065 0.007 .0.10 .87.25 79 1185 19.75 0.3 0.054 0.241 0:049 0.005 0.07 65.44 80 1200 20.00 0.2 0.036 0237 0.032 0.004 0.05 43.63 81 1215 20.25 0.3 0.054 0.234 0.049 0.005 0.07 65.44 82 1230 20.50 0.3 0.054 0.231 0.049 0.005 0.07 65.44 83 1245 20.75-- 0.3 0.054 0.228 0.049 0.005 0.07 65.44 84 1260 21.00 0.2 0.036 0.226 0.032 0.004 0.05 43.63 85 1275 21.25- 0.3 0.054 0.223 0.049 0.005 0.07 65.44 21.50 0.2 0.036 0.220 0.032 0.004 0.05 43.63 1305 21.75 0.3 0.054 0.218 0.049 ' 0.005 0.07 65.44 1320 22.00 0.2 0.036 0.216 0.032 0.004 0.05 43.63 VB71290 1335 22.25 0.3 0.054 0.213 0.049 0.005 0:07 65.44 1350 22.50 0.2 0.036 0.211 0.032 0.004 0.05 43.63 1365 22.75 0.2 0.036 0.210 0.032 0.004 0.05 43.63 92 1380 23.00 0.2 0.036 0.208 0.032 0.004 0.05 43.63 93 1395 23.25 0.2 01036 0.207 0.032 0.004 0.05 43.63 94 1410 23.50 0.2 0.036 0.205 0.032 0.004 0.05 43.63 95 1425 23.75 0.2 0.036 0.204 0.032 0.004 0.05 43.63 96 1440 24.00 . 0.2 1 0.036 0.204 0.032 0.004 0.05 43.63 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.76 FLOOD VOLUME (acft) 0.86 FLOOD VOLUME (cuft) 37277.89 REQUIRED STORAGE (acft) 0.85 REQUIRED STORAGE (cult) 36969.66 PEAK FLOW (cfs) 3.52 Plate E -2.2 Page 8 of 14 r CONTOUR DEPTH INCR TOTAL (ft) (ft) ' VOLUME INCR TOTAL (cult) (cuft) (acre -ft) 72.6 PROJECT: Stonefield 40 Acres - Park /Retention Basin 0 TKC JOB # 3054.02 7594 ' RETENTION BASIN 0.00 BASIN CHARACTERISTICS r CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cult) (cuft) (acre -ft) 72.6 0 0 MAXWELL IV DRYWELLS 7594 0 0 0.00 73.6 1 1 1075 8669 8131 8131 0.19 74.6 1 2 1140 9808 9239 17370 0.40 75.6 1 3 1202 11010 10409 27779 0.64 76.6 1 4 1263 12273 11642 39421 0.90 77.6 1 5 1325 13599 12936 52357 1.20 78.6 1 6 1387 14986 14292 66649 1.53 ' PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr MAXWELL IV DRYWELLS NUMBER USED 0 RATE/DRYWELL 0 cfs ' TOTAL DISSIPATED TOTAL PERCOLATION RATE 1 0.00 cfs 0 cfs 0.00 cfs Basin Characteristics Page 9 of 14 RETENTION BASIN TKC JOB # 3054.02 . 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 cuff BASIN DEPTH (ft) BALANCE IN BASIN cuft), (acre -ft) 1 5 0.46 139 139 0 139 72.62 139 0.00 2 10 0.46 139 277 0 277 72.63 277 0.01 3 15 0.39 117 395 1 0 395 72.65 395 0.01 4 20 0.53 160 555 0 555 72.67 555 0.01 5 25 0.53 160 715 0 .715 72.69 715 0.02 6 30 0.92 275 990 0 990 72.72 990 0.02 7 35 0.53 160 1,150 0 1,150 72.74 1,150 0.03 8 40 0.92 275 1,425 0 1,425 1 72.78 1,425 0.03 9 45 0.92 275 1,701 0 1,701 72.81 1,701 0.04 10 50 0.53 160 1.861 0 1,861 72.83 1,861 0.04 11 55 0.21 62 1,923 0 1,923 72.84 1,923 0.04. 12 60 0.92 275 2,199 0 2,199 72.87 2,199 0.05 13 65 2.34 702 2,901 0 2,901 72.96 2,901 0.07 14 70 2.34 702 3,603 01 3,603 73.04 3,603 0.08 15 75 2.34 702 4,305 01 4,305 73.13 1 4,305 0.10 16 80 1.63 489 4,794 0 4,794 73.19 1 4,794 0.11 17 85 3.76 1,129 5,922 0 5,922 73.33 5,922 0.14 18 90 4.12 1,235 7,158 0 7,158 73.48 7,158 0.16 19 95 3.05 915 8,073 0 8,073 73.59 8,073 0.19 20 100 •4.12 1,235 9,308 0 9,308 73.73 9,308 0.21 21 105 6.25 1;875 11,183 0 11,183 73.93 11,183 0.26 22 110 5.54 1,662 12,845 0 12,845 74.11 12,845 0.29 23 1-15 4.83 1,449 14,294 0 14,294 74.27 14,294 0.33 24 120 5.18 1,555 15,849 0 15,849 74.44 15,849 •0.36 25 125 5.54 1,662 17,511 0 17,511 74.61 17,511 0.40 26 130 9.45 2,835 20,346 0 20,346 74.89 20,346 0.47 27 135 12.29 .3,688 24,034 0 24,034 75.24 24,034 0.55 28 140 6.96 2,088 26,122 0 26,122 75.44 26,122 0.60 29 145 18.69 5,608 31,730 0 31,730 75.94 31,730 0.73 30 150 20.47 6,141 37,871 0 37;871 76.47 37,871 0.87 31 155 23.67 7,101 44,971 0 44,971 77.03 44.971 1.03 32 160 15.49 4,648 49,619 0 49,619 77.39 49,619 1.14 33 165 1.63 489 50,108 0 50,108 77.43 50,108 1.15 34 170 0.92 275 50,383 0 50;383 77.45 50,383 1.16 35 175 0.92 .275 50,659 0 50,659 77.47. 50,659 1.16 36 180 0.21 64 .50,723 0 50,723 77.47 50,723 1.16 Basin Depth Analysis Page 10 of 14 ri 1 L] 1 1 RETENTION BASIN TKC JOB # ' 3054.02 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cuff PERC OUT (cult) TOTAL IN BASIN (cult ) BASIN DEPTH ((ft) BALANCE IN BASIN (cult) acre -ft) 1 5 0.22 67 67 0 67 72.61 67 0.00 2 10 0.27 80 147 0 147 72.62 147 0.00 3 15 0.27 80 227 0 227 72.63 227 0.01 4 20 0.27 80 307 0 307 72.64 307. 0.01 5 25 0.27. 80 387 0 387 72.65 387 0.01 6 30 0.31 93 480 0 480 72.66 480 0.01 7 35 0.31 93 573 0 573 72.67 573 0.01 8 40 0.31 93 667 0 667 72.68 667 0.02 9 45 0.31 93 760 0 760 72.69 760 0.02 10 50 0.31 93 853 0 853 72.70 853 0.02 11 55 0.31 93 946 0 946 72.72 946 0.02 12 60 0.36 107 1,053 01 1,053 1 72.73 1,053 _0.02 13 65 036 107 1,160 01 1,160 1 72.74 1,160 0.03 14 70 036 107 1,266 01 1,266 1 72.76 1,266 0.03 15 75 0.36 107 1,373 01 1,373 1 72.77 1 1,373 0.03 16 80 0.36 107 1,480 01 1,480 1 72.78 1 1,480 0.03 17 85 0.36 , 107 1,586 0 1.586 72.80 1,586 0.04 18 90 0.36 107 1,693 01 1,693 72.81 1 1,693 0.04 19 95 0.36 107 1,800 0 1,800 72.82 1,800 0.04 20 100 0.36 107 1,906 0 1,906 72.83 1,906 0.04 21 1.05 0.36 107 2,013 0 2,013 72.85 2,013 0.05 22 110 0.36 107 2,120 0 2,120 72.86 2,120 0.05 23 115 0.36 107 2,226 0 2,226 72.87 2,226 0.05 24 120 0.40 120 2,346. 0 2,346 72.89 2,346. 0.05 25 125 0.36 107 2,453 0 2,453 72.90 2,453 0.06 26 130 0.40 120 2,573 0 2,573 72.92 2,573 0.06 27 135 0.40 120 2,693 0 2,693 72.93 2,693 0.06 28 140 0.40 120 2,813 0 2,813 72.95 2,813 0.06 29 145 0.40 120 2,933 0 2,933 72.96 2,933 0.07 30 150 0.40 120 3,053 0 3,053 72.98 3,053 0.07 31 155 0.40 120 3,173 0 3,173 72.99 3,173 0.07 32 160 0.40 120 3,293 0 3,293 73.00 3,293 0.08 33 165 0.44 133 3,426 0 3,426 73.02 3,426 0.08 34 170 0.44 133 3,559 01 3,559 73.04 3,559 0.08 35 175 0.44 133 3,693 0 3,693 73.05 3,693 0.08 36 180 0.44 133 3,826 0 3,826 73.07 3,826.- ---- 0.09 37 185 0.44 133 3,959 0 3,959 73.09 -..--3,T5-9 0.09 38 190 0.49 147 4,106 0 4,106 73.10 4,106 0.09 39 195 0.49 147 4,252 0 4,252 73.12 4,252 0.10 40 200 0.49 147 4,399 01 4,399 73.14 4,399 0.10 41 205 0.53 160 4,559 0 4,559 73.16 4,559 0.10 42 210 0.30 89 4,648 0 .4,648 73.17 4,648 0.11 43 215 0.74 222 4,870 0 4,870 73.20 4,870 0.11 44 220 0.74 222 5,092 0 5,092 73.23 5,092 0.12 45 225 1.18 355 5,448 0 5,448 73.27 5,448 0.13 46 230 1.18 355 5,803 0 5,803. 73.31 5,803 0.13 47 235 1.63 489 6,292 01 6,292 73.37 6,292 0.14 48 240 1.63 489 6,781 0 6,781 73.43 6,781 0.16 49 245 2.07 622 7,403 0 7,403 73.51 7,403 0.17 50 250 2.52 755 8,158 0 8,158 7160 8,158 0.19 51 255 2.96 889 .9,047 0 • 9,047 73.70 9,047 0.21 52 260 3.41 1,022 10,069 0 10,069 73.81 10,069 0.23 53 265 3.85 1,155 11,224 0 11,224 73.93 11,224 0.26 54 270 3.851 1,155 12,379 01 12,379 74.06 12,379 0.28 55 275 4.30 1,289 13,668 0 13,668 74.20 13,668 0.31 Basin Depth Analysis Page 11 of 14 ; RETENTION BASIN TKC JOB # 3054.02 100 YEAR - 6 HOUR STORM -EVENT TIME UNIT (min) PERIOD FLOW IN (cfs) VOLUME IN (cult ) TOTAL IN BASIN (cult ) PERC 1 OUT (cuft ) - TOTAL IN BASIN (cuft) BASIN DEPTH BALANCE IN BASIN (cuft ) (acre -ft 56 280 4.74 1,422 15,090 0 15,090 74.35 15,090 0.35 57 285 5.18 1,555 16,645 0 16,645 74.52 16,645 0.38 58 290 5•.18 1,555 18,200 0 18,200 74.68 18,200 0.42 59 295 5.63 1,689 19,889 0 19,889 74.84 19,889 0.46 60 300 6.07 1,822 21,711 0 21,711 75.02 21,711 0.50 61 305: 8.29 2,488 .24,199 0 24,199 75.26 24,199 0.56 62 310 10.52 3,155 27,354 -0 27,354 75.56 27,354 0.63 63 315 11.85 3,555 30,909 0 30,909 75.87 30,909 0.71 64 320 13.18 3,955 34,863 0 34,863 76.21 34,863 .0.80 65 325 15.40 4,621 39,484 0 39,484 76.60 39,484 0.91 66 330 19.40 5,821 45,305 0 45.305 77.05 45,305 1.04 67 335 2.96 889 46,194 0 46,194 77.12 46,194 1.06 68 340 0.40 120 46,314 0 46,314 1 77.13 46,314 1.06 69 345 1 0.271 80 46,394 01 46,394 77.14 46,394 1.07 70 350 0.221 67 46,461 01 46,461 77.14 46,461 1.07 71 355 0.13 40 •46,501 01 46,501 77.15 46,501 1.07 72 360 0.091 27 1 46,527 1 01 46,527 77.15 46,527 1.07 Basin Depth Analysis Page 12 of 14 0 RETENTION BASIN TKC JOB # 3054.02 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN (cult ) TOTAL IN BASIN (cuff) PERC OUT cult ) TOTAL IN BASIN (cuft) BASIN DEPTH (ft) BALANCE IN BASIN (cult) acre -ft 1 15 0.05 44 44 0 44 72.61 44 0.00 2 30 0.07 65 109 0 109 72.61 109 0.00 3 45 0.07 65 •175 0 175, 72.62 175 0.00 4 60 0.10 87 262 0 262 72.63 1 262 0.01 5 75 0.07 65 327 0 327 72.64 327 0.01 6 90 0.07 65 393 0 393 72.65 393 0.01 7 105 0.07 65 458 0 458 72.66 458 0.01 8 120 0.10 87 545 0 545 72.67 545 0.01 9 135 0.10 87 633 0 633 72.68 633 0.01 10 150 0.10 87 720 0 720 72.69 720 0.02 11 165 0.12 109 -829 0 829 72.70 829 0.02 12 180 0.12 109 938 0 938 72.72 938 0.02 13 195 0.12 109 1,047 0 1.047 72.73 '1,047 0.02 14 210 j 0.12 1091 1,156 1 01 1,156 1 72.74 1 1,156 1 0.03 15 225 0.12 1091 1,265-1 01 1,2651 72.76 1 1,265 0.03 16 240 0.15 131 1 1,396 1 .01 1,396 1 72.77 1 1,396 0.03 17 255 0.15 131 1 1,527 1 01 1,527 1 72.79 1 1,527 0.04 18 270 0.17 153 1:680 1 01 1,680 1 72.81 1,680 0.04 19 285 0.17 153 1,832 01 1,832 72.83 1,832 0.04 20 300 0.19 175 2,007 0 2,007 72.85 2.007 0.05 21 315 0.15 131 2,138 0 2,138 72.86 2,138 0.05 22 330 0.17 153 2,290 0 2,290 72.88 2,290 0.05 23 345 0.19 175 2,465 0 2,465 72.90 2,465 0.06 24 360 0.19 175 2.639 0 2,639 72.92 2,639 0.06 25 375 0.22 196 2,836 0 2,836. 72.95 2,836 0:07 26 390 0.22 196 3,032 0 3,032 72.97 3,032 0.07 27 405 0.24 218 3,250 0 3,250 73.00 3,250 0.07 .28 420 0.24 218 3,468 0 3,468 • 73.03 3,468 0.08 29 435 0.24 218 3,686 0 3,686 73.05 3,686 0.08 30 450 0.27 240 3,926 0 3,926 73.08 3,926 0.09 31 465 0.29 262 4,188 0 4,188 73.12 4,188 0.10 32 480 0.32 284 4,472 1 0 4,472 73.15 4,472 0.10 33 495 0.36 327 4,799 0 4,799 1 73.19 4,799 0111 34 510 0.36 327 5,126 0 5,:126 73.23 5,126 0.12 35 525 0.39 349 5,475 0 5,475 73.27 5,475 0.13 36 540 0.41 371 5,846 0 .5,846 73.32 5,846 0.13 37 555 0.46 414 6,260 - 0 "6,260 73.37 6,260 0.14 38 570 0.48 436 6,697 0 6,697 73.42 6,697 0.15 39 585 0.51 458 7;155 0 7,155 73.48 7,155 -0.16 40 600 0.53 480 7,635 1 0 7,635 73.54 7,635 0.18 41 615 0.36 327 7,962 0 7,962 73.58 7,962 0.18 42 630 0.36 327 8,289 0 8,289 73.62 8.289 0.19 43 645 0.48 436 8,725 0 8,725 73.66 8,725 0.20 44 660 0.48 436 9,162 0 9,162 73.71 9,162 0.21 45 675 0.46 414 9,576 01 9,576 73.76 9,576 0.22 46 690 0.46. 414 9,990 01 9,990 73.80 9,990 0.23 47 705 0.41 371 10,361 0 10,361 73.84 10,361 0.24 48 720 0.44 393 10,754 0 10,754 73.88 10,754. 0.25 49 735 0.97 872 11,626 0 11,626 73.98 11,626 0.27 50 750 1.29 1,159 12,785 0 12,785 74.10 12,785 0.29 51 765 1.85 1,663 14,448 0 14,448 74.28 14,448 0.33 52 780 2.16 1,948 16,396 .0 16,396 74.49 16,396 0.38 53 795 3.45. 3,105 19,502 0 19,502 74.80 19,502 0.45 54 810 3.52 3,170 22,672 0 22,672 75.11 22,672 0.52 55 825 0.93 835 23,507 0 23,507 75.19 23,507 0.54 56 840 1.00 899 24,406 0 24,406 75.28 24,406 0.56 57 855 2.04 1,834 26,241 0 26,241 75.45 26,241 0.60 58 870 1.86 1,678 27,919 0 27,919 75.61 27,919 0.64 Basin Depth Analysis Page 13 of 14 RETENTION BASIN TKC JOB # 3054.02 100 YEAR - 24 HOUR STORM EVENT TIME UNIT (min) 'PERIOD FLOW IN cfs VOLUME IN (cult ) TOTAL IN BASIN (cult ) - PERC OUT (cuft) TOTAL IN BASIN (cult ) BASIN DEPTH (ft BALANCE IN BASIN (cuft) (acre -ft 59 885 1.93 1,739 29,658 0 29,658 75.76 29,658 0.68 60 900 1.76 1,581 31,239 0 31,239 75.90 31,239 0.72 61 915 1.58 1,422 32,662 0 32,662 76.02 32,662 0.75 62 930 1.40 1,263 33,924 0 33,924 76.13 33,924 0.78 .63 945 0.50 447 34,372 0 34,372 76.17 34,372 0.79 64 960 0.56 504 34,876 0 34.876 76.21 34,876 0.80 65 975 0.10 '87 34,963 0 34,963 76.22 34,963 0.80 66 990 0.10 87 35,050 0 35,050 76.22 35,050 0.80 67 1005 0.07 65 35,116 0 35,116 76.23 1 35,116 0.81 68 1020 0.07 65 35,181 0 35,181 76.24 35,181 0.81 69 1035 0.12 109 35,290 0 35,290 76.25 35,290 0.81 70 1050 • 0.12 109 35,399 0 35,399 76.25 35,399 0.81 71 .1065 0.12 109 35,508 0 35,508 76.26 35,508 0.82 72 1080 1 0,101 87 35,595 01 35,595 1 76.27 35,595 0.82 73 1095 o.101 87 35,683 0 35,683 76.28 1 35,683 0.82 74 1110 1 0.101 87 1 35,770 01 35,770 1 76.29 35,770 0.82 75 7125 1 0.07 65 35,835 0 35,835 76.29 35,835 0.82 76 11.40 0.05 44 1 35,879 1 01 35,879 1 76.30 35,879 0.82 77 1155 0.07 65 35,944 01 35.944 1 76.301 35,944 0.83 78 1170 0.10 87 36,032 0 36,032'1 76.31 36,032 0.83 79 1185 0.07 65 36,097 0 36,097 76.31 36,097. '0.83 80 1200 0.05 44 36,141 0 '36,141 76.32 36,141 0.83 81 1215 0.07 65 36,206 0 36,206 76.32 36,206 0.83 82 1230 0.07 65 36,272 0 36,272 76.33 36,272 0.83 83 1245 0.07 65 36,337 0 362337 76.34 36,337 0.83 84 1260 0.05 44 36,381 0 36,381 76.34 36,381 0.84 85 1275 0.07 65 36,446 1 0 36,446 76.34 36,446 0.84 86 1290 0.05 44 36,490 0 36,490 76.35 36,490 0.84 87 1305 0.07 65 36,555 0 36,555 76.35 36,555 0.84 88 1320 0.05 44 36,599 0 36,599 76.36 36,599 0.84 89 1335 0.07 65 36,664 0 36,664 76.36 36,664 0.84 90 1350 0.05 44 36,708 0 36,708 76.37 36,708 0.84 91 1365 0.05 44 36,752 -0 36,752 76.37 1 36,752 0.84 92 1380 0.05 44 36,795 0 36,795 76.37 36,795 0.84 93 1395 0.05 44 36,839 0 36,839 76.38 36,839 0.85 94 1410 0.05' 44 36,882 0 36,882 76.38 36,882 0.85 95 1425 0.05 44 36,926 0 36,926 .76.39 36,926 0.85 96 1440 0.05 44 36,970 0 36,970 76.39 36,970 0.85 Basin Depth Analysis Page 14 of 14 IRETENTI ®N BASIN # 1 -A g C 'D 1 , RCFCD' SYNTHETIC UNIT HYDR®GRA►PH 1. 2 DATA INPUT SHEET- 3 - - -- -- - - 4 - WORKSHEET PREPARED BY' - - -- JL:S' , `f :, .•. s 6 PROJECT NAME s r `... Stonefieid�40 °Acres, �RetentiornB`aslq�r� 7 : TKC JOB # It CONCENTRATION POINT_ DESIGNATION: 10 AREA DESIGNATION ONSITEu< wl s 11 - 12 TRIBUTARY AREAS ! ACRES 13 -- 14 COMMERCIAL 15 -A g C 'D 1 , RCFCD' SYNTHETIC UNIT HYDR®GRA►PH 1. 2 DATA INPUT SHEET- 3 - - -- -- - - 4 - WORKSHEET PREPARED BY' - - -- JL:S' , `f :, .•. s 6 PROJECT NAME s r `... Stonefieid�40 °Acres, �RetentiornB`aslq�r� 7 : TKC JOB # 9 ' CONCENTRATION POINT_ DESIGNATION: 10 AREA DESIGNATION ONSITEu< wl s 11 - 12 TRIBUTARY AREAS ! ACRES 13 -- 14 COMMERCIAL 15 PAVING /HARDSCAPE 16 SF - 1 ACRE - 17 SF - 1/2 ACRE -: - 18" SE - 1/4 ACRE - 19 MF - CONDOMINIUMS - 20 IMF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING ,23 RETENTION 'BASIN. `: -- ! -- 24 - -- -- -' -- GOLF COURSE- - -- - 25 MOUNTAINOUS, - - - -- -- ^-- -- - - s _.z.: - -- - -- 26 -- LOW LOSS RATE (PERCENT), 28 LENGTH OF WATERCOURSE (L) 29 LENGTH TO ,POINT OPPOSITE CENTROID (Lca) 31: ELEVATION OF HEADWATER 32 ELEVATION OF CONCENTRATION POINT 33 -- 34 AVERAGE MANN INGS'N' VALUE 36 STORM FREQUENCY_ (YEAR) ' 38 POINT RAIN 39 3 -HOUR 40 6 -HOUR_ -- 41 24- HOUR 43 BASIN CHARACTERISTICS: ELEVATION AREA - 44 _ - -- L 7�1' 1 - <, 1384518' 45 - - — ,.x72:,1 X1;654049; 46 -- -'- - -- 221:64 28, =- 48 - - - rs 28098'95 - 49 f 50 PERCOLATION RATE (in /hr) 52 -, - -. - - -. 54 - - "�t - DRYWEL_L_DATA ` -. --- - - - - -- .. -- - - _ - 55. NUMBER-USED 56 PERCOLATION RATE' cfs ---- -- - s'. RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: Stonefield 40 Acres - Retention'Basin BASIC DATA CALCULATION FORM TKC JOB # 3054.02 SHORTCUT METHOD BY JLS DATE 5/20/2005 SUMMARY DURATION 3 -HOUR PHYSICAL DATA 24 -HOUR EFFECTIVE RAIN (in)' 1.05 Ill CONCENTRATION POINT 0.76 FLOOD VOLUME (cu -ft) (acre -ft) 103,925 2.39 95,771 2.20 RETENTION BASIN REQUIRED STORAGE (cu -ft) (acre -ft) f2l AREA DESIGNATION 95,023 2.18 76,602 1.76 PEAK FLOW (cfs) 45.62 ON -SITE 6.79 3 AREA - ACRES 76.06 75.76 75.06 25.952 4 L -FEET 1600 5 I L -MILES 0.303 [61 La -FEET 800.00 7 La -MILES 0.152. [81 ELEVATION OF HEADWATER 84 [91 ELEVATION OF CONCENTRATION POINT 71.5 10 H -FEET 12.5 11 I S- FEET /MILE 41.3 [121 S ^0.5 6.42 13 L- LCA/S ^0.5 0.007 1141 AVERAGE MANNINGS'N' 0.02 1 LAG TIME -HOURS 0.07 [161 LAG TIME - MINUTES 4.4 [171100% OF LAG- MINUTES 4.4 1181200% OF LAG - MINUTES 8.8 (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. [4] POINT RAIN INCHES Plate E -5.2 151 AREA [6] I71 AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E -5.4 191 AREA [10] [11] AVERAGE POINT RAIN INCHES [12) POINT RAIN INCHES Plate E -5.6 113] AREA [14) [151 AVERAGE POINT RAIN INCHES 2.20 25.952 1.00 2.20 2.75 25.952 1.00 2.75 4.50 25.952 1.00 4.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM [5] 1 25.952 SUM [71 [16] AREA ADJ FACTOR [17] ADJ AVG POINT RAIN 2.20 SUM [9] 25.95 SUM [11] 2.75 SUM [13] 1 25.95 SUM [15] 4.50 1:000 1.000 1.000 2.20 2.75 4.50 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24 -HOUR EFFECTIVE RAIN (in)' 1.05 0.96 0.76 FLOOD VOLUME (cu -ft) (acre -ft) 103,925 2.39 95,771 2.20 77,196 1.77 REQUIRED STORAGE (cu -ft) (acre -ft) 103,110 2.37 95,023 2.18 76,602 1.76 PEAK FLOW (cfs) 45.62 37.40 6.79 MAXIMUM WSEL (ft) 76.06 75.76 75.06 t Plate E -2.1 Page 2 of 14 IM M M M Mao M M M M A M M MM M M M M RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT Stonefield 40 Acres - Retention Basin CONCENTRATION POINT: RETENTION BASIN BY JLS DATE 5/20/2005 AVERAGE ADJUSTED LOSS RATE SOIL GROUP Plate C -1 LAND USE RI NUMBER Plate E-6.11 PERVIOUS AREA INFILTRATION RATE (in /fir) fPlate 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 25.95 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 SUM 25.952 SUM 0.4070 VARIABLE LOSS RATE CURVE 24 -HOUR STORM ONLY) Fm= 0.2035 C= 1 0.00377 Ft= C(24- (T /60)) ^1:55 = 0.00377 (24- (T /60)) ^1.55 + 0.20 in/hr- LOW LOSS RATE (80 -90 PERCENT) = 90% Where: T =Time in minutes. To get an average value for each unit time period, Use T =1/2 the unit time for the first time period, T =1 1/2 unit time for the second period, etc. Plate E -2.1 Page 3 of 14 1 u 1 n RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 3 HOUR STORM- EVENT PROJECT: Stonefield 40 Acres - Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE 5/20/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 25.95 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 4.41 UNIT TIME- PERCENT OF LAG 113.5 TOTAL ADJUSTED STORM RAIN- INCHES 2.20 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 0.343 0.41 0.31 0.03 0.89 267.20 2 10 0.17 1.3 0.343 0.41 0.31 0.03 0.89 267.20 3 15 0.25 1.1 0.290 0.41 0.26 0.03 0.75 226.09 4 20 0.33 1.5 0.396 0.41 0.36 0.04 1.03 308.31 5 25 0.42 1.5 0.396 0.41 0.36 0.04 1.03 308.31 6 30 0.50 1.8 0.475 0.41 0.43 0.07 1.77 530.98 7 35 0.58 1.5 0.396 0.41 0.36 0.04 1.03 308.31 8 40 0.67 1.8 0.475 0.41 0.43 0.07 1.77 530.98 9 45 0.75 1.8 0.475 0.41 0.43 0.07 1.77 530.98 10 50 0.83 1.5 0.396 0.41 0.36 0.04 1.03 308.31 11 55 0.92 1.6 0.422 0.41 0.38 0.02 0.40 119.90 12 60 1.00 1.8 0.475 0.41 0.43 0.07 1.77 530.98 13 65 1.08 2.2 0.581 0.41 0.52 0.17 4.51 1353.14 14 70 1.17 2.2 0.581 0.41 0.52 0.17 4.51 1353.14 15 75 1.25 2.2 0.581 0.41 0.52 0.17 4.51 1353.14 16 80 1.33 2.0 0.528 0.41 0.48 0.12 114 942.06 17 85 1.42 2.6 0.686 0.41 0.62 0.28 7.25 2175.30 18 90 1.50 2.7 0.713 0.41 0.64 0.31 7.94 2380.84 19 95 1.58 2.4 0.634 0.41 0.57 0.23 5.88 1764.22 20 100 1.67 2.7 0.713 0.41 0.64 0.31 7.94 2380.84 21 105 1.75 3.3 0.871 0.41 0.78 0.46 12.05 3614.08 22 110 1.83 3.1 0.818 0.41 0.74 0.41 10.68 3203.00 23 115 1.92 2.9 0.766 0.41 0.69 0.36 9.31 2791.92 24 120 - 2.00 3.0 0.792 0.41 0.71 0.39 9.99 2997.46 25 125 2.08 3.1 0.818 0.41 0.74 0.41 10.68 3203.00 26 130 2.17 4.2 1.109 0.41 1.00 0.70 18.21 5463.93 27 135 2.25 5.0 1.320 0.41 1.19 0.91 23.69 7108.25 28 140 2.33 3.5 0.924 0.41 0.83 0.52 13.42 4025.16 29 145 2.42 6.8 1.795 0.41 1.62 1.39 36.03 10807.97 30 150 2.50 =7.3 1.927 0.41 1.73 1.52 39.45 11835.67 31 155 2.58 8.2 2.155 0.41 1.95 1.76 45.62 13685.53 32 160 2.67 5.9 1.558 0.41 1.40 1.15 29.86 8958.11 33 165 2.75 2.0 0.528 0.41 0.48 0.12 3.14 942.06 34 170 2.83 1.8 0.475 0.41 0.43 0.07 1.77 530.98 35 175 2.92 1.8 0.475 0.41 0.43 0.07 1.77 530.98 36 180 3.00 0.6 0.158 1 0.41 -0.14. 0.02 0.41 123.32 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 1.05 FLOOD VOLUME (acft) 2.26 FLOOD VOLUME (cult). 98576.66 REQUIRED STORAGE (acft) 2.24 REQUIRED STORAGE (cult) 97761.60 PEAK FLOW RATE (cfs) •45.62 Plate E -2.2 Page 4 of 14 L✓ 1 1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 6 HOUR STORM EVENT PROJECT: Stonefield 40 Acres- Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 5/20/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 25.95 UNIT TIME - MINUTES 5 LAG TIME - MINUTES 4.41 UNIT TIME - PERCENT OF LAG 113.5 TOTAL ADJUSTED STORM RAIN- INCHES 2.75 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 CIS 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 0.165 0.41 0.15 0.02 0.43 128.46 2 10 0.17 0.6 0.198 0.41 0.18 0.02 0.51 154.15 3 15 0.25 0.6 0.198 0.41 018 0.02 0.51 154.15 4 20 0.33 0.6 0.198 0.41 0.18 0.02 0.51 154.15 5 25 0.42 0.6 0.198 0.41 0.18 0.02 0.51 154.15 6 30 0.50 0.7 0.231 0.41 0.21 0.02 0.60 179.85 7 35 0.58 0.7 0.231 0.41 0.21 0.02 0.60 179.85 8 40 0.67 0.7 0.231 0.41 0.21 0.02 0.60 179.85 9 45 0.75 0.7 0.231 0.41 0.21 0.02 0.60 179.85 10 50 0.83 0.7 0.231 0.41 0.21 0.02 0.60 179.85 11 55 0.92 0.7 0.231 0.41 0.21 0.02 0.60 179.85 12 60 1.00 0.8 0.264 0.41 0.24 0.03 0.69 205.54 13 65 1.08 0.8 0.264 0.41 0.24 i 0.03 0.69 205.54 14 70 1.17 0.8 0.264 0.41 0.24 0.03 0.69 205.54 15 75 1.25 0.8 0.264 0.41 0.24 0.03 0.69 205.54 16 80 1.33 0.8 0.264 0.41 0.24 0.03 0.69 205.54 17 85 1.42 0.8 0.264 0.41 0.24 0.03 0.69 205.54 18 90 1.50 0.8 0.264 0.41 0:24 0.03 0.69 205.54 19 95 1.58 0.8 0.264 ' 0.41 0.24 0.03 0.69 205.54 20 100 1.67 0.8 0.264 0.41 0.24 0.03 0.69 205.54 21 105 1.75 0.8 0.264 0.41 0.24 0.03 0.69 205.54 22 110 1.83 0.8 0.264 0.41 0.24 0.03 0.69 205.54 23 115 1.92 0.8 0.264 0.41 0.24 0.03 0.69 205.54 24 120 2.00 0.9 0.297 0.41 0.27 0.03 .0.77 231.23 25 125 2.08 0.8 0.264 0.41 0.24 0.03 0.69 205.54 26 130 2.17 0.9 0.297 0.41 0.27 0.03 0.77 231.23 27 135 2.25 0.9 0.297 0.41 0.27 0.03 0.77 231.23 28 140 2.33 0.9 0.297 0.41 0.27 0.03 0.77 231.23 29 145 2.42 0.9 0.297 0.41 0.27 0.03 0.77 231.23 30 150 2.50 0.9 0.297 0.41 0.27 0.03 0.77 231.23 31 155 2.58 0.9 0.297 0.41 0.27 0.03 0.77 231.23 32 160 2.67 0.9 0.297 0.41 0.27 0.03 0.77 231.23 33 165 2.75 1.0 0.330 0.41 0.30 0.03 0.86 256.92 34 170 2.83 1.0 0.330 0.41 0.30 0.03 0.86 256.92 35 175 2.92 1.0 0.330 0.41 0.30 0.03 0.86 256.92 36 180 3.00 1.0 0.330 0.41 0.30 0.03 0.86 256.92 37 185 3.08 1.0 0.330 0.41 0.30 0.03 0.86 256.92 38 190 3.17 1.1 0.363 0.41 0.33 0.04 0.94 282.62 39 195 3.25 1.1 0.363 0.41 0.33 0.04 0.94 282.62 40 200 3.33 1.1 0.363 0.41 0.33 0.04 0.94 282.62 41 205 3.42 1.2 0.396 0.41 0.36 0.04 1.03 308.31 42 210 3.50 1.3 0.429 0.41 0.39 0.02 0.57 171.28 43 215 3.58 1.4 0.462 0.41 0.42 0.05 1.43 428.21 44 220 3.67 1.4 0.462 0.41 0.42 0.05 1.43 428.21. 45 225 3.75 1.5 0.495 0.41 0.45 0.09 2.28 685.13 46 230 3.83 1.5 0.495 0.41 0.45 0.09 2.28 685.13 47 235 3.92 1.6 0.528 0.41 0.48 0.12 3.14 942.06 48 240 4.00 1.6 0.528 0.41 0.48 0.12 3.14 942.06 49 245 4.08 1.7 0.561 0.41 0.50 015 4.00 1198.98 50 250 4.17 1.8 0.594 0.41 0.53 0.19 4.85 1455.91 51 255 4.25 1.9 0.627 0.41 0.56 0.22 5.71 1712.83 52 260 4.33 2.0 0.660 0.41 0.59 0.25 6.57 1969.76 53 265 4.42 2.1 0.693 0.41 0.62 0.29 7.42 2226.68 54 270 4.50 2.1 0.693 0.41 0.62 0.29 7.42 2226.68 55 275 4.58 2.2 0.726 0.41 0.65 0.32 8.28 2483.61 56 280 4.67 2.3 0.759 0.41 0.68 0.35 9.14 2740.53 Plate E -2.2 Page 5 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD '100 YEAR - 6 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 5/20/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES '25.95 UNIT TIME- MINUTES 5. LAG TIME - MINUTES 4.41 UNIT TIME- PERCENT OF LAG 113.5 TOTAL ADJUSTED STORM RAIN- INCHES 2.75 CONSTANT LOSS RATE -in /hr 0.407 LOW LOSS RATE - PERCENT 90% TOTAL PERCOLATION RATE (cfs) 0.00 cis Unit Time Period Time Minutes Hours Pattern Percent Plate E-5.91 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 0.792 0.41 0.71 0.39 9.99 2997.46 58 290 4.83 2.4 0.792 0.41 0.71 0.39 9.99 2997.46 59 295 4.92 2.5 0.825 0.41 0.74 0.42 10.85 3254.38 60 300 5.00 2.6 0.858 1 0.41 0.77 0.45 11.70 3511.31 61 305 5.08 3.1 1.023 0.41 0.92 0.62 15.99 4795.93 62 310 5.17 3.6 .1.188 0.41 1.07 0.78 20.27 6080.55 63 315 5.25 3.9 1.287 0.41 1.16 0.88 22.84 6851.33 64 320 5.33 4.2 1.386 0.41 1.25 0.98 25.41 7622.10 65 325 5.42 4.7 1.551 0.41 1.40 1.14 29.69 8906.73 66 330 5.50 5.6 1.848 0.41 1.66 1.44. 37.40 11219.05 67 335 5.58 1.9 0.627 0.41 0.56 0.22 5.71 1712.83 68 340 5.67 0.9 0.297 0.41 0.27 0.03 0.77 231.23 69 345 5.75 0.6 0.198 0.41 0.18 0.02 0.51 154.15 70 350 5.83 0.5 0.165 0.41 0.15 0.02 0.43 128.46 71 355 5.92 0.3 0.099 0.41 0.09 0.01 0.26 77.08 72 360 6.00 02 0.066 0.41 0.06 0.01 0.17 51.38 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.96 FLOOD VOLUME (acft) 2.08 FLOOD VOLUME (cult) 90422.97 REQUIRED STORAGE (acft) - 2.06 REQUIRED STORAGE (cuft) 89675.32 PEAK FLOW RATE (cfs) 37.40 Plate E -2.2 Page 6 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 5/2012005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 25.952 . UNIT TIME - MINUTES 15 LAG TIME - MINUTES 4.41 UNIT TIME - PERCENT OFLAG 340.5 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 CONSTANT LOSS RATE -in /hr n/a VARIABLE LOSS RATE (AVG) inthr 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 inlhr Max Low Effective Rain in /hr Flood Hydrograph Flow cfs Required Storage cf 1 15 0.25 0.2 0.036 0.719 0.032 0.004 0.09 84.08 2 30 0.50 0.3 0.054 0.710 0.049 0.005 0.14 126.13 3 45 0.75 0.3 0.054 .0.702 0.049 0.005 0.14 126.13 4 60 1.00 0.4 0.072 0.694 0.065 0.007 0.19 168.17 5 75 1.25 0.3 0.054 0.686 0.049 0.005 0.14 126.13 6 90 1.50 0.3 0.054 0.678 0.049 0.005 0.14 126.13 7 105 1.75 0.3 0.054 0.669 0.049 0.005 0.14 126.13 8 .120 2.00 0.4 0.072 0.661 0.065 0.007 0.19 168.17 9 135 2.25 0.4 0.072 0.653 0.065 0.007 0.19 168.17 10 150 2.50 0.4 0.072 0.645 0.065 0.007 0.19 168.17 11 165 2.75 0.5 0.090 0.638 0.081 0.009 0.23 210.21 12 180 3.00 0.5 0.090 0.630 0.081 0.009 0.23 210.21 13 195 3.25 0.5 0.090 0.622 0.081 0.009 0.23 210.21 14 210 3.50 0.5 0.090 0.614 0.081 0.009 0.23 210.21 15 225 " 3.75 0.5 0.090 0.606 0.081 0.009 0.23 210.21 16 240 4.00 0.6 0.108 0.599 0.097 0.011 0.28 252.25 17 255 4.25 0.6 0.108 0.591 0.097 0.011 0.28 252.25 18 270 4.50 0.7 0.126 0.5B4 0.113 0.013 0.33 294.30 19 285 4.75 0.7 0.126 0.576 0.113 0.013 0.33 294.30 20 300 5.00 0.8 0.144 0.569 0.130 0.014 0.37 336.34 21 315 5.25 0.6 0.108 0.561 0.097 0.011 0.28 252.25 22 330 5.50 0.7 0.126 0.554 0.113 0.013 0.33 294.30 23 345 5.75 0.8 0.144 0.547 0.130 0.014 0.37 336.34 24 360 6.00 0.8 0.144 0.540 0.130 0.014 0.37 336.34 25 375 6.25 0.9 '0.162 0.532 0.146 0.016 0.42 378.38 26 390 6.50 •0.9 0.162 0.525 0.146 0.016 0.42 378.38 27 405 6.75 1.0. 0.180 0.518 0.162 0.018 0.47 420.42 28 420 7.00 1.0 01180 0.511 0.162 0.018 0.47 420.42 29 435 7.25 1.0 0.180 0.504 0.162 0.018 0.47 420.42 30 450 7.50 1.1 0.198 0.498 0.178 0.020 0.51 462.46 31 465 7.75 1.2 0.216, 0.491 0.194 0.022 0.56 504.51 32 480 8.00 1.3 0.234 0.484 0.211 0.023 0.61 546.55 33 495 8.25 ' 1.5 0.270 0.477 0.243 0.027 0.70 i 630.63 34 510 8.50 1.5 0.270 0.471 0.243 0.027 0.70 630.63 35 525 8.75 1.6 0.288 0.464 0.259 0.029 0.75 672.68 36 540 9.00 1.7 0.306 0.457 0.275 0.031 0.79 714.72 37. 555 9.25 1.9 0.342 0.451 0.308 0.034 0.89 798.80 38 570 9.50 2.0 0.360 0.445 0.324 0.036 0.93 840.84 39 585 9.75 2.1 0.378 0.438 0.340 0.038 0.98 882.89 40 600 10.00 2.2 0.396 0.432 0.356 0.040 1.03 924.93 41 615 10.25 1.5 0.270, 0.426 0.243 0.027 0.70 630.63 42 630 10.50 1.5 0.270 0.419 0.243 0.027 0.70 630.63 43 645 10.75 2.0 0.360 0.413 0.324 0.036 0.93 840.84 44 660 11.00 2.0 0.360 0.407 0.324 0.036 0.93 840.84 45 '675 11.25 1.9 0.342 0.401 0.308 0.034 0.89 798.80 46 690 11.50 1.9 0.342 0.395 0.308 0.034 0.89 798.80 47 705 11.75 1.7 0.306 0.390 0.275 0.031 0.79 714.72 48 720 12.00 1.8 0.324 0.384 0.292 0.032 0.84 756.76 49 735 12.25 2.5 0.450 0.378 0.405 0.072 1.87 1681.15 50 750 12.50 2.6 0.468 -0.372 0.421 0.096 2.48 2233.82 51 765 12.75 2.8 0.504 0.367 0.454 0.137 3.56 3205.35 52 780 13.00 2.9 0.522 0.361 0.470 0.161 4.17 3754.89 53 795 13.25 3.4 0.612 0.356 0.551 0.256 6.65 5984.54 54 810 13.50 3.4 0.612 0.350 0.551 0.262 6.79 6110.47 55 825 13.75 2.3 0.414 0.345 0.373 0.069 1.79 1610.13 56 840 14.00 2.3 0.414 0.340 0.373 0.074 1.93 1732.80 57 855 14.25 2.7 0.486 0.335 0.437 0.151 3.93 3535.51 58 870 14.50 2.6 0.468 0.330 0.421 0.138 3.59 3234.43 59 885 14.75 2.6 0.468 0.324 '0.421 0.144 3.72 3352.09 60 900 15.00 2.5 0.450 0.320 0.405 0.130 3.39 3047.60 61 915 15.25 2.4 0.432 0.315 0.389 0.117 3.05 2741.39 Plate E -2.2 Page 7 of 14 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD 100 YEAR - 24 HOUR STORM EVENT PROJECT: Stonefield 40 Acres - Retention Basin CONCENTRATION POINT: RETENTION BASIN BY: JLS DATE: 5/20/2005 EFFECTIVE RAIN CALCULATION FORM DRAINAGE AREA -ACRES 25.952 UNIT TIME - MINUTES 15 LAG TIME - MINUTES 4.41 UNIT TIME - PERCENT OF LAG 340.5 TOTAL ADJUSTED STORM RAIN- INCHES 4.50 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 CIS Required Storage cf 62 930 15.50 2.3 0.414 0.310 0.373 0.104 2.70 2433.41 63 945 15.75 1.9 0.342 0.305 0.308 0.037 0.96 862.39 64 960 16.00 1.9 0.342 0.300 0.308 0.042 1.08 971.26 65 975 16.25 0.4 0.072 0.296 0.065 0.007 0.19 168.17 66 990 16.50 0.4 0.072 0.291 0.065 0.007 0.19 168.17 67 1005 16.75 0.3 0.054 0.287 0.049 0.005 0.14 126.13 68 1020 17.00 0.3 0.054 0.283 0.049 0.005 0.14 126.13 69 1035 17.25 0.5 0.090 0.278 0.081 0.009 0.23 210.21 70 1050 17.50 0.5 0.090 0.274 0.081 0.009 0.23 210.21 71 1065 17.75 0.5 0.090 0.270 0.081 0.009 0.23 210.21 72 1080 18.00 0.4 0.072 0.266 0.065 0.007 0.19 168.17 73 1095 18.25 0.4 0.072 0.262 0.065 0.007 0.19 168.17 74 1110 18.50 0.4 0.072 0.258 0.065 0.007 0.19 168.17 75 1125 18.75 0.3 0.054 0.255 0.049 0.005 0.14 126.13 76 1140 19.00 0.2 0.036 0.251 0.032 0.004 0.09 84.08 77 1155 19.25 0.3 0.054 0.247 0.049 0.005 0.14 126.13 78 1170 19.50 0.4 0.072 0.244 0.065 0.007 0.19 168.17 79 1185 19.75 0.3 0.054 0.241 0.049 0.005 0.14 126.13 80 1200 20.00 0.2 0.036 0.237 0.032, 0.004 0.09 84.08 81 1215 20.25 0.3 0.054 0.234 0.049 0.005 0.14 126.13 82 1230 20.50 0.3 0.054 0.231 0.049 0.005 0.14. 126.13 83 1245 20.75 0.3 0.054 0.228 0.049 0.005 0.14 126.13 84 1260 21.00 0.2 0.036 0.226 0.032 0.004 0.09 1 84.08 85 1275 21.25 0.3 0.054 0.223 0.049 0.005 0.14 126.13 86 1290 21.50 0.2 0.036 0.220 0.032 0.004 0.09 84.08 87 1305 21.75 0.3 0.054 0.218 0.049 0.005 0.14 126.13 88 1320 22.00 0.2 0.036 0.216 0.032 0.004 0.09 84:08 89 1335 22.25 0.3 0.054 0.213 0.049 0.005 0.14 126.13 90 1350 22.50 0.2 0.036 0.211 0.032 0.004 0.09 84.08 91 1365 22.75 0.2 0.036 0.210 0.032 0.004 0.09 84.08 92 1380 23.00 0.2 0.036 0.208 0.032 0.004 0.09 84.08 93 1395 23.25 0.2 0.036 0.207 0.032 0.004 0.09 84.08 94 1410 23.50 0.2 0.036 0.205 0.032 0.004 0.09 84.08 95 1425 23.75 0.2 0.036 0.204 0.032 0.004 0.09 84.08 96 1440 24.00 0.2 0.036 0.204 1 0.032 0.004 0.09 84.08 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY EFFECTIVE RAIN (in) 0.76 FLOOD VOLUME (acft) 1.65 FLOOD VOLUME (cuft) 71848.18 REQUIRED STORAGE (acft)J 1.64 REQUIRED STORAGE (cult) 71254.11 PEAK FLOW cfs 6.79 Plate E -2.2 Page 8 of 14 CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA lNCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cult) (acre -ft) 71.1 PROJECT: Stonefield 40 Acres - Retention Basin 0 TKC JOB # 3054.02 13845 ' RETENTION BASIN 0.00 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA lNCR TOTAL (sf) (sf) VOLUME INCR TOTAL (cuft) (cult) (acre -ft) 71.1 0 0 13845 0 0 0.00 72.1 1 1 2695 16540 15193 15193 0.35 73.1 1 2 2773 19314 17927 33120 0.76 74.1 1 3 2851 22164 20739 53859 1.24 75.1 1 4 2928 25093 23629 77487 1.78 76.1 1 5 3006 28099 26596 104083 2.39 77.1 1 1 6 3084 31183L 29641 133724 3.07 ' PERCOLATION CALCULATIONS PERCOLATION RATE 0 in /hr 0.00 cfs ' MAXWELL IV DRYWELLS NUMBER USED 0 RATE /DRYWELL 0 cfs TOTAL DISSIPATED 0 cfs TOTAL PERCOLATION RATE 0.00 cfs 1 Basin Characteristics Page 9 of 14 RETENTION BASIN TKC JOB # 3054.02 • 100 YEAR - 3 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW I '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 0.89 267 267 0 267 71.12 267 0.01 2 10 0.69 267 534 0 534 71.14 '534 0.01 3 15 0.75 226, 760 0 760 71.15 760 0.02 4 20 1.03 308 1,069 0 1,069 71.17 1,069 0.02 5 25 1.03 308 1,377 0 1,377 71.19 1,377 0.03 6 30 1.77 531 1,908 0 1,908 71.23 1,908 0.04 7 35 1.03 308 2,216 0 2,216 71.25 2,216 0.05 8 40 1.77 531 2,747 0 2,747 71.28 2,747 0.06 9 45 _ 1.77 531 3,278 0 3,278 71.32 3,278. 0.08 10 50 1.03 308 3,587 0 3,587 71.34 3,587 0.08 11 55 0.40 120 3,707 0 3,707 71.34 3,707 0.09 12 60 1.77 531 4,238 0 4,238 71.38 4,238 0.10 13 65 4.51 1,353 5,591 0 5,591 71.47 5,591 0.13 14 70 4.51 1,353 6,944 0 6,944 71.56 6,944 0.16 15 75 4.51 1,353 8,297 0 8,297 71.65 8,297 0.19 16 80 3.14 942 9,239 0 9,239 71.71 9,239 0.21 17 85 7.25 2,175 11,414 0 11,414 71.85 11,414 0.26 18 90 7.94 2,381 13,795 0 13,795 72.01 13,795 0.32 19 95 5.88 1,764 15,559 0 15,559 72.12 15,559 0.36 20 100 7.94 2,381 17,940 0 17,940 72.25 17,940 0.41 21 105 12.05 3,614 21,554 0 21,554 72.45 21,554 0.49 22 110 10.68 3,203 24,757 0 24,757 72.63 24,757 0.57 23 115 9.31 2,792 27,549 01 27,549 72.79 27,549 0.63 24 120 9.99 2,997 30,547 0 30,547 72.96 30,547 0.70 25 125 10.68 3,203 33,750 0 33,750 73.13 33,750 0.77 26 130 18.21 5,464 39,214 0 39,214 73.39 39,214 0.90 27 135 23.69 7,108 •46,322 0 46,322 73.74 46,322 1.06 28 140 13.42 4,025 50,347 0 50,347 73.93 50,347 1.16 29 145 36.03 10,808 61,155 0 61,155 74.41 61,155 1.40 30 150 39.45 11,836 72,991 0 72,991 74.91 72,991 1.68 31 155 .45.62 13,686 86,676 0 86,676 75.45 86,676 1.99 32 160 29.86 8,958 95,634 0 95,634 75.78 95,634 2.20 33 165 3.14 942 96,576 0 96,576 75.82 96,576 2.22 34 170. 1.77 531 97,107 0 97,107 75.84 97,107 2.23 35 175 1.77 531 97,638 0 97,638 75.86 97,638 2.24 36 180 0.41 123 97,762 01 103,110 76.06 103,110 2.37 Basin Depth Analysis Page 10 of 14 II II 1 n 1 RETENTION BASIN TKC JOB # 3054.02 100 YEAR - 6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult TOTAL IN BASIN cult PERC OUT (cult ) TOTAL IN BASIN (cult ) BASIN DEPTH (ft BALANCE IN BASIN cult (acre -ft 1 5 0.43 128 128 0 128 71.11 128 0.00 2 10 0.51 154 283 0 283 71.12 283 0.01 3 15 0.51 154 4371 0 437 71.13 437 0.01 4 20 0.51 154 591 0 591 71.14 591 0.01 5 .25 0.51 154 745 0 745 71.15 745 0.02 6 30 0.60 180 925 0 925 71.16 925 0.02 7 35 0.60 180 1,105 0 1,105 71.17 1,105 0.03 8 40 0.60 180 1,285 0 1,285 71.18 1,285 0.03 9 45 0.60 180 1,464 0 1,464 71.20 1,464 0.03 10 50 0.60 180 1,644 0 1,644 71.21 1,644 0.04 11 55 0.60 180 1,824 0 1,824 71.22 1,824 0.04 12 60 0.69 206 2,030 01 2,030 71.23 2,030 0.05 13 65 0.69 206 2,235 0 2,235 71.25 2,235 0.05 14 70 0.69 206 2,441 0 2,441 71.26 2,441 0.06 15 75 0.69 206 2,646 0 2,646 71.27 2,646 0.06 16 80 0.69 206 2,852 0 2,852 71.29 2,852 0.07 17 85 0.69 206 3,057 0 3,057 71.30 3,057 0.07 18 90 0.69 206 3,263 0 3,263 71.31 3,263 0.07 19 95 0.69 206 3,468 0 3,468 71.33 3,468 0.08 20 100 0.69 206 3,674 0 3,674 71.34 3,674 0.08 21 105 0.69 206 3,880 0 3,880 71.36 3,880 0.09 22 110 0.69 206 4,085 0 4,085 71.37 4,085 0.09 23 115 0.69 206 4,291 0 4,291 71.38 4,291 0.10 24 120 0.77 231 4,522 0 4,522 71.40 4,522 0.10 25 125 0.69 206 4,727 0 4,727 71.41 4,727 0.11 26 130 0.77 231 4,959 0 4,959 71.43 4,959 0.11 27 135 0.77 231 5,190 0 5,190 71.44 5,190 0.12 28 140 0.77 231 5,421 0 51421 71.46 5,421 0.12 29 145 0.77 231 5,652 0 5,652 71.47 5,652 0.13 30 150 0.77 231 5,884 0 5,884 71.49 5,884 0.14 31 155 0.77 231 6,115 0 6,115 71.50 6,115 0.14 32 160 0.77 231 6,346 0 6,346 71.52 6,346 0.15 33 165 0.86 257 6,603 0 6,603 71.53 6,603 0.15 34 170 0.86 257 6,860 0 6,860 71.55 6,860 0.16 35 175 0.86 257 71117 0 7,117 71.57 7,117 0.16 36 180 0.86 257 7,374 0 7,374 71.59 7,374 0.17 37 185 0.86 257 7,631 0 7,631 71.60 7,631 0.18 38 190 0.94 283 7,913 0 7,913 71.62 7,913 0.18 39 195 0.94 283 8,196 0 8,196 71.64 8,196 0.19 40 200 0.94 283 8,479 0 8,479 71.66 8,479 0.19 41 205 1.03 308 8,787 0 8,787 71.68 8,787 0.20 42 210 0.57 171 8,958 0 8,958 71.69 8,958 0.21 43 215 1.43 428 9,386 0 9,386 71.72 9,386 0.22 44 220 1.43 428 9,815 0 9,815 71.75 9,815 0.23 45 225 2.28 685 10,500 0 10,500 71.79 10,500 0.24 46 230 2.28 685 11,185 0 11,185 71.84 11,185 0.26 47 235 3.14 942 12,127 0 12,127 71.90 12,127 0.28 48 240 3.14 942 13,069 0 13,069 71.96 13,069 0.30 49 245 4.00 1,199 14,268 0 14,268. 72.04 14,268 0.33 50 250 4.85 1,456 15,724 0 15,724 72.13 15,724 0.36 51 255 5.71 1,713 17,437 0 17,437 72.23 17,437 0.40 52 260 6.57 1,970 19,406 01 19,406 1 72.34 19,406 0.45 53 265 7.42 2,227 21,633 01 21,633 1 72.46 21,633 0.50 54 270 7.42 2,227 1 23,860 01-- 23,860 1 72.58 1 23,860 1 0.55 55 275 1 8.281 2,484 1 26,343 01 26,343 1 72.72 1 26,343 1 0.60 Basin Depth Analysis Page 11 of 14 RETENTION BASIN TKC JOB # 3054.02 100 YEAR -6 HOUR STORM EVENT TIME UNIT (min) PERIOD FLOW IN cfs) VOLUME IN cult) TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN BASIN (cult ) .(acre -ft) 56 280 9.14 2,741 29,084 0 29,084 72.87. 29,084 0.67 57 285 9.99 2,997 32,081 0 32,081 73.04 32,081 0.74 58 290 9.99 2,997 35,079 1 0 35,079 73.19 35,079 0.81 59 295 10.85 3,254 38,333 0 38,333 73.35 38,333 0.88 60 300 11.70 3,511 41.,844 0 41,844 73.52 41,844 0.96 61 305 15.99 4,796 46,640 0 46,640 73.75 46,640 1.07 62 310 20.27 6,061 52,721 0 52,721 74.05 52,721 1.21 63 315 22.84 6,851 59,572 0 .59,572 74.34 59,572 1.37 64 320 25.41 7,622 67,194 0 67,194 74.66 67,194 1.54 65 325 29.69 8,907 7.6,101 0 76,101 75.04 76,101 1.75 66 330 37.40 11,219 87,320 0 87,320 75.47 87,320 2.00 67 335 5.71 1,713 89,033 0 89,033 75.53 89,033 2.04 68 340 0.77 231 89,264 0 89,264 75.54 89,264 2.05 69 345 0.51 154 89,418 0 89,418 75.55 89,418 2.05 70 350 .0.43 128 89,547 0 89,547 75.55 89,547 2.06 71 355 0.26 77 89,624 0 89,624 75.56 89,624 2.06 72 360 0.17 51 89,675 0 95,023 75.76 95,023 2.18 Basin Depth Analysis Page 12 of 14 L� ' RETENTION BASIN TKC JOB # 3054.02 1(10 YFAR - 94 HOt IR STORM FVFNT 1 I 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 0.09 84 84 0 84 71.11 84 0.00 2 30 0.14 126 210 0 210 71.11 210 0.00 ' 3 45 0.14 126 336 0 336 71.12 T3- 6 0.01 4 60 0.19 168 505 0 505 71.13 505 0.01 5 75 0.14 126 631 0 631 71.14 631 0.01 6 .90 0.14 126 757 0 757 71.15 757 0.02 7 105 0.14 126 883 0 883 71.16 883 0.02 8 120 0.19 168 1,051 0 1,051 71.17 1,051 0.02 9 135 0.19 168 1,219 0 1,219 71.18 1,219 0.03 10 150 0.19 168 1,387 0 1,387 71.19 1,387 0.03 .11 165 0.23 210 1,598 0 1,598 71.21 1,598 0.04 12 180 0.23 210 1,808 0 1,808 71.22 1,808 0.04 13' 195 0.23 210 2,018 0 2,018 71.23 2,018 0.05 14 210 0.23 210 2,228 0 2,228 71.25 2,228 0.05 15 225 0.23 210 2;438 0 2,438 71.26 2,438 0.06 16 240' 0.28 252 2,691 0 2,691 71.28 2.691 0.06 17 255 0.28 252 2,943 0 2,943 71.29 2,943 0.07 18 270 0.33 294 3,237 0 3,237 71.31 3,237 0.07 19 285 0.33 294 3,532 0 3,532 71.33 3,532 0.08 20 300 0.37 336 3,868 0 3,868 71.35 3,868 0.09 21 315 0.28 252 4,120 0 4,120 71.37 4,120 0.09 22 330 0.33 294 4,414 0 4,414 71.39 4,414 0.10 23 345 0.37 336 4,751 0 4,751 71.41 4,751 0.11 24 360 0.37 336 5,087 0 5,087 71.43 5,087 0.12 25 375 0.42 378 5,465 0 5,465 71.46 5,465 0.13 26 390 0.42 378 5,844 0 5,844 71.48 5,844 0.13 27 405 0.47 420 6,264 0 6,264 71.51 6,264 0.14 28 420 0.47 420 6,685 0 6,685 71.54 6,685 0.15 29 435 0.47 420 7,105 0 7,105 71.57 7,105 0.16 30 450 0.51 462 7,568 0 7,568 71.60 7,568 0.17 31 465 0.56 505 8,072 0 8,072 71.63 8,072 0.19 32 480 0.61 547 8,619 0 8,619 71.67 8,619 0.20 33 495 0.70 631 9,249 0 9,249 71.71 9,249 0.21 34 510 0.70 631 9,880 0 9,880 71.75 9,880 0.23 35 525 0.75 673 10,553 0 10,553 71.79 10,553 0.24 36 540 0.79 715 11,267 0 11,267 71.84 11,267 0.26 37 555 0.89 799 12,066 0 12,066 71.89 12,066 028 38 570 0.93 841 12,907 0 12,907 71.95 12,907 0.30 39 585 0.98 883 13,790 0 13,790 72.01 13,790 0.32 40 600 1.03 925 14,715 0 14,715 72.07. 14,715- 0.34 41 615 0.70 631 15,345 0 15,345 72.11 15,345 0.35 42 630 0.70 631 15,976 0 15,976 72.14 15,976 0.37 43 645 0.93 841 16,817 0 16,817 72.19 16,817 0.39 44 660 0.93 841 17,658 0 17,658 72.24 17,658 0.41 45 675 0.89 799 18,457 0 18,457 72.28 18,457 0.42 46 690 0.89 799 19,255 0 19,255 72.33 19,255 0.44 47 .705 0.79 715 19,970 0 19,970 72.37 19,970 0.46 48 720 0.84 757 20,727 0 20,727 72.41 20,727 0.48 49 735 1.87 1,681 22,408 0 22,408 72.50 22,408 0.51 50 750 2.48 2,234. 24,642 0 24,642 72.63 24,642 0.57 51 765 3.56 3,205 27,847 0 27,847 72.81 27,847 0.64 52 780 4.17 3,755 31,602 0 31,602 73.02 31,602 0.73 53 795 6.65 5,985 37,587 0 37,587 73.32 37,587 0.86 54 . 810 6.79 6,110 43,697 0 43,697 73.61 43,697 1.00 55 825 1.79 1,610 45,307 0 45,307 73.69 45,307 1.04 56 840 1.93 1,733 47,040 0 47,040 73.77 47,040 1.08 57 855 3.93 3,536 50,575 0 50,575 73.94 50,575 1.16 58 870 3.59 3,234 53,810 0 53,810 74.10 53,810 1.24 Basin Depth Analysis Page 13 of 14 RETENTION BASIN TKC JOB # 3054.02 1M VFAR - 9A W01 IR CTOPRA FVFNT TIME UNIT (min) PERIOD FLOW IN cfs VOLUME IN cult . TOTAL IN BASIN tuft PERC OUT cult) TOTAL IN BASIN cult BASIN DEPTH ft BALANCE IN . BASIN cult acre -ft 59 885 3.72 3,352 57,162 0 57,162 74.24 57,162 1.31 60 900 3.39 3,048 60,210 0 60,210 74.37 60,210 1.38 61 915 3.05 2,741 62,951 0 62,951 74.48 62,951 1.45 62 930 2:70 2,433 65,384 0 65,384 74.59 65,384 1,50 63 945 0.96 862 66,247 0 66,247 74.62 66,247 1.52 64 960 1.08 971 67,218 0 67,218 74.67 67,218 1.54 65 975 0.19 168 67,386 0 67,386 74.67 67,386 1.55 66 990 0.19 168 67,554 0 67,554 74.68 67,554 1.55 67 1005 0.14 126 67,681 0 67,681 74.68 67,681 1.55 68 1020 0.14 126 67;807 0 67,807 74.69 67,807 1.56 69 1035 0.23 .210 68,017 0 68,017 74.70 68,017 1.56 70 1050 0.23 210 68,227 0 '68,227 74.71 68,227 1.57 71 1065 0.23 210 68,437 0 68,437 74.72 68,437 1.57 72 1080 0.19 168 68,605 0 68,605 74.72 68,605 1.57 .73 1095 0.19 168 68,774 0 68,774 74.73 68,774 1.58 74 1110 0.19 168 68,942 0 68,942 74.74 68,942 1.58 75 1125 0.14 126 69,068 0 69,068 74.74 69,068 1.59 76 1140 0.09 84 69,152 0 69,152 74.75 69,152 1.59 77 1155 0.14 126 69,278 0 69;278 74.75 69,278 1.59 78 1170 0.19 168 69,446 0 69,446 74.76 69,446 1.59 79 1185 0.14 126 69,572 0 69,572 74.77 69,572 1.60 80 1200 0.09 84 69,657 0 69,657 74.77 69,657 1.60 81 1215 0.14 126 69,783 0 69,783 74.77 69,783 1.60 82 1230 0.14 126 69,909 0 69,909 74.78 69,909 1.60 83 1245 0.14 126 70,035 0 70,035 74.78 70,035 1.61 84 1260 0.09 84 70,119 0 70,119 74.79 70,119 1.61 85 1275' 0.14 126 70,245 0 70,245 74.79 70;245 1.61 86 1290 0.09 84 70,329 0 70,329 74.80 70,329 1.61 87 1305 0.14 126 70,455 0 70,455 74.80 70,455 1.62 88 1320 0.09 84 70,539 0 70,539 74.81 70,539 1.62 89 1335 .0.14 126 70,666 0 70,666 74.81 70,666 1.62 90 1350 0.09 84 70,750 0 70,750 74.81 70,750 1.62 91 1365 0.09 84. 70,834 0 70,834 74.82 70,834 1.63 92 1380 0.09 84 70,918 0 70,918 74.82 70,918 1.63 93 1395 0.09 84 71,002 0 71,002 74.83 71,002 1.63 94 1410 0.09 84 71,086 0 71,086 74.83 71,086 1.63 95 1425 0.09 84 71,170 0 71,170 74.83 71,170 1.63 96 1440 0.09 84 71,254 0 76,602 75.06 76,602 1.76 Basin Depth Analysis Page 14 of 14 The Keith. Companies Mete: ( {- a - b L+ Project: Qis�m De Derr& �eva�(od�w2�,,,t Job No: 3C) c) a ' Re: �� ►fit' S;- CaIGu v'Qm 5y: ,1 L S. Contact: Phone: ■ 301 E - 3/04 ri"aC'�(K:✓� rn� io% has � ✓>_ � - / V�• ; I ,�s - Vi�iHGS -- L�Q �' = 3 `l ✓ter..:; s � r t n�`tl � vu@ c C- IP ' The Keith Companies Gate.. Pro ! ect: 'PS�t, �e nc r•aAe . t Job Igo: lQeue"n"- Re: r�t 5 i= idtsR �4 Gt G�Q rr--�ov S L By: s Contact: Phone: t L�O l__J sla vil 1� �O � � VLF =' 1f' �l � v i v`� (�{. �i J '�✓ vt� C' � �"t�'..i t S• � j ia � Gf�In�rF� v�.'� � +�°. , (.rL`�' � � rJ' 1 � �i'� f . �. e.�' --((r i� • r . 301 E - 3104 36" CLEAR SPACE - 64 NUISANCE .VATER INLET -� FINE SAND; 33" DEEP - FILTER FABRIC COURSE ROCK FOOTING 7f -Cl" 914" - - T -0" STEEL GRATE, THREE .(31' SECTIONS r-- W4xl3 SUPPORT BEAM NATIVE GROUND A2 VINT AMILT f1ODIFIED PRECAST UTILITY VAULT (TV0 PIECES) 4 ".DRAIN LINE ARCH -TYPE LEACH LINE COURSE ROCK HBDIN& ELEVATION VIEV LENGTH AS SPECIFIED OR PROJECT PLANS REVISIONS: APPROVED 08/21/01' 8 21 .01 CHRIS A. VOGT CITY ENGINEER RCE 44250 PLAN VIEV 4aaaaa �. ","; SAND FILTER I STANDARD 370 SHEET 1 OF 7 BI J B2 PLAN VIEW 7*-0' —�.-I I 4' -0• Y-W i 8' Ti SECTION BI -BI A. DETAIL 1 PAGE , 11 vi v DETAIL 2, PAGE 3 C FAIL 3, PAGE 3 OF 6 I a PRECAST UPPER VAULT SECTION • 8` -0" x 6' -0" x 4' -02 I.D. I b PRECAST LOVER VAULT .SECTION - 8'.0" x 6' -0" x X-0" LD U2 CAST -IN -PLACE CONCRETE FLOOR CAST- IN-PLACE CONCRETE FOOTING REVISIONS: r -0• 8.-0"1 SECTION B2-B2 In Ib O APPROVED` Q8 21 01 STANDARD CHRIS A. VOGT 370 � CITY ENGINEER RCE 44250 SAND FIL TER SHEET 2 OF 7 J16, - 2'j. 2 4• , 32' .. DETAIL 2 I . 5.5• r 5.51 DETAIL I 1 4". 32' DETAIL 3 W. 14- Ib PRECAST LOVER HALL PIECE (D CAST-INTLACE CDNCRETE FLDOR 1520-C-250D) ,03 UST-IN-PLACE CONCRETE FOOTING (52&C-2500) REVISIONS: APPROVED 08/21/01 STANDARD CHRIS A. VOGT 370 CITY ENGINEER SAND FUTER (floor footing.' ROE 44250 details 2 _ _, 1. SHEET :3. OF 7 X" SECTION R-A DRILL s .0.5 IN HOLES IN LID to DETAIL C- lY f0 G T 0 0 0 0 0 FLOV O LEACH FIELD —00000 M DETAIL D DETAIL E a G CE6 ) DETAIL F O 1 11 & TO.D. SCHEDULE 40 PVC PEPE 34'VIDE. x 15' HIGH ARCH•TYPE CHAMBER II 4' O.D. PERFORATED SCHEDULE 40 PVC PIPE O NON•WOVEN GEOTEXTILE.ENGMER[NG FABRIC Ip 4'0.0. SCHEDULE 40 PVC COUPLING lO 10* DIA. IRRIGATION YALVE BOX 13 4' 0.0. SCHEDULE 40 PVC PIPE O 1'xltiT SCHEDULE 40 PVC TEE 14 4'x4*x2' SCHEDULE 40 PVC TEE O SAND I S 4' SCHEDULE 46 PVC -PIPE CAP REVISIONS: X" SECTION R-A DRILL s .0.5 IN HOLES IN LID to DETAIL C- lY f0 G T 0 0 0 0 0 FLOV O LEACH FIELD —00000 M DETAIL D DETAIL E a G CE6 ) DETAIL F O .1' -2' OPEN GRADED GRAVEL & TO.D. SCHEDULE 40 PVC PEPE 34'VIDE. x 15' HIGH ARCH•TYPE CHAMBER II 4' O.D. PERFORATED SCHEDULE 40 PVC PIPE O NON•WOVEN GEOTEXTILE.ENGMER[NG FABRIC Ip 4'0.0. SCHEDULE 40 PVC COUPLING lO 10* DIA. IRRIGATION YALVE BOX 13 4' 0.0. SCHEDULE 40 PVC PIPE O 1'xltiT SCHEDULE 40 PVC TEE 14 4'x4*x2' SCHEDULE 40 PVC TEE O SAND I S 4' SCHEDULE 46 PVC -PIPE CAP REVISIONS: APPROVED STANDARD TANDARD CHRIS A. VOGT CITY ENGINEER.* 370 RCE 44250 SAND FILTER SHEET 4 OF -.7 PLAN VIEW OF GRATE VANDAL -PROOF BOLT GRATE•FASTENER - BEARING BARS (TYPICAL) BEAM FLANGE t \ TACK WELD NUT TO FLANGE UNDERSIDE C- C A D TYPICAL LOCATION FOR GRATE FASTENER A- A REVISIONS: APPROVED 08/21/01 ' STANDARD cu Ara CHRIS A. VOGT ``` 7� CITY ENGINEER RCE 44250 GRATE FRAMING. DETAILS SHEET 5 OF_7_j I., SANDFILTER SIZING CALCULATIONS Calculation #'I Determines how many standard size sandfilters are needed. No.`` of Sandfilters = homes_ 40 homes/sandfilter,- Round all fractions up to the nearest whole number Each sandfilter has 48 sf of filter surface (ie 6' x 8'); assume the incoming nuisance water will percolate through the sand at the rate of 4.6 inches per hour.. The sandfilter must be sized to handle the "surge inflow rate" of 0.458 cf /house hour, which is based on the assumption that, on average, each house releases 12 gallons in a 3.5 hour " surgo" period. Therefore, each sandfilter is capable of handling 18.4 cf /hour. As a result, each,sandfilter can handle the Nuisance water released by 40 homes (18.4/0.458 =40). Calculation #2 - Determines how long the leach line must be. Leach Line Length* = homes x 1.9 If %home (sandy soil) * In feet to be divided evenly between the number of sandfilters Leach Line Length* = homes x 3.8 If /home (silty soil) *'In feet to be divided evenly between the number of sandfilters_. The critical aspect in sizing the leach line length is related to its ability to maintain a sustained percolation rate (ie 24 -7 -365) in saturated soil, therefore, for the. purposes of this calculation, it is assumed that the sustained percolation rate in saturated soil is 025 in /hr.(Note: if the soil is silty, more than 5% by weight passing the 200 sieve, the percolation rate shall be reduced to 0.125 in/hr).' The leach line arch provides 2.8 sf of percolation surface per lineal foot of leach line length. If the average nuisance water discharge per house in the neighborhood is 20 gallons per daythat means each house must have 5.35 sf of percolation area in the leach field to percolate its 24 -hr nuisance water discharge. Therefore, the leach line length must be 1.8 If /horse. RMSiONS: APPROVED . 21 01 '` ® S TANi)ARD 06 CHRIS A: VOGT CITY ENGINEER 3 RCE. 44250 SAND FILTER SHEET 6 OF 7 . SANDFILTER Materials Specifications . ® Prpragt Vault OtructtirP - The vault structure shall be a precast utility vault manufactured in two sections: 1 -36" section, and 1 -48" section, similar to Part No. 6080W7-QT-A370 as manufactured by J&R Concrete Products, Inc., of Perris, CA (1 -909- 943 - 5855), or approved equal. A galvanized steel frame to accommodate the grate shall be fitted per Sheet 5 of 7 prior to casting the top .section. ® RindfiltPr (' rate - The sandfilter. grate shall be galvanized welded steel bar, Model GW -100 with (1 x 3/16" bars) and banded ends; as manufactured by the McNichols Co. (1- 800 -237- 3820), or approved equal. Four (4) grate panels measuring 37" x 49" shall be provided, (Note: Gross opening size is 8' =3" x 6'- 3 "). Use CB saddle type retainer clips as manufactured by McNichols, or an approved alternate method to secure the grates. ® si j nrt RL-am - The grate support beam shall be W4x13, 8' -2" long, Fy =36 ksi steel. • i Pa�h I inP - The leach line shall be constructed of arch -type chamber sections, High Capacity Infiltrator- model, as distributed by Boyd Tanks Co. (1- 909 -657- 6966),-or approved equal. e Fngineprinq Fahrir. -'The engineering fabric shall be fine spun non - woven, -Dupont's Typar Style 3601, as distributed by'Aldrich. Supply Co (1 -909 -371- 3018), or approved equal. 0 FiitPr sand - The fine filter sand shall be, 100% passing a No. 45 sieve (.35-mm) with a uniformity coefficient between 2 and 3. REVISIONS: Aft APPROVED *n," STANDARD 00/00 /00 CHRIS A. VOLT ��� CITY ENGINEER RCE 44250 SAND F L TER SHEET 7 O F 7 Fi TO: FROM DATE: RE: Low r I " z " - E., = MEMORANDUM All Interest Persons Steve Speer, Senior Engin October 12, 1998 Nuisance Water Sandfilter The La Quinta Nuisance Water Sandfilter is designed to clarify nuisance water before passing the water into a leach line or leach field. Past experience has demonstrated that nuisance water handling systems, such as "drywells" or "french drains" which typically, percolate unfiltered water eventually fail to percolate the water because pores in the soil surrounding the leach line or percolation chamber become.clogged wift mud, silt, cement, and other fine material that falls. in the street and is washed into the storm drain system. When this occurs, the useful life of the drywell *or french drain has ended and must be replaced if percolation is intended. The La Quinta Nuisance Water Sandfilter utilizes gravity sandfilter technology that was widely used in 19"', and early 20"', century municipal water systems. In those simple water treatment systems, the raw water was passed through a 3 to 4 feet thick sandfilter, chlorinated, and introduced to the potable water system. The sand in the sandfilter is very effective in clearing fine material from the water. As a result, only filtered water reaches the leach field, thus keeping the leach field and pores in the.soil from becoming clogged. The sandfilter is easy to maintain. Simply remove the grates from the top of the sandfilter, and remove the upper 6 inches of sand without replacement. This can be repeated a second. time without replacing the sand. The third time 6 inches of sand is removed, 15 inches of clean sand should be added to the sandfilter. The 6-inch sand removal effort should occur whenever the sandfilter is functioning too slow to handle the incoming nuisance water. Note, there should always be at least 21 inches of filtering sand in the sandfilter when it is in operation, otherwise the sand filter bedding is too thin and may allow fines to reach the filter fabric laying on top of the course rock at the bottom of the vault if the .filter fabric. is plugged with fines, it too must be replaced. Never operate the filter without the filter fabric separating the sand from the course rock Doing so allows the sand and other fine material in the nuisance water to be carried into the course rock and eventually into the leach field. . If you have questions regarding the sandfilter, or its operation, please call me at (760) 777 - 7043. REVISIONS: APPROVED ' 08/21/01 Q m e STANDARD z CHRIS A. VOGT CITY ENGINEER 370 RCE 44250 SAND FZL TER SHEET•7A► OF 7 ISTONEFIELDI- 100.out Riverside County Rational Hydrology Program ' CI.VILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11 /15/04 File -.stonefieldl.out ' --------------------- — --------------- — -------------------- ----------- * * * * * * * ** 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= 3 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(ln /Hr) 100 year storm 60 minute intensity= 1.600(ln /Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.600(In/Hr) Slope of intensityduration curve = 0.5800 Ace Process from Point/Station 100.000 to Point/Station 101.000 * * ** INITIAL AREA EVALUATION * ** Initial area flow distance = 161.730(Ft.) Top (of initial area) elevation = 484.300(Ft.) ' Bottom (of initial area) elevation= 483.710(Ft.) Difference in elevation = 0.590(Ft.) Slope .= .0.00365 s(percent)= 0.36 TC = k(0.390) *[(length 113) /(elevation change)] ^0.2 'Initial area time of concentration = 9.166 min. Rainfall intensity = 4.758(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 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 3) = 52.00 ' Pervious area fraction = 0.500; impervious fraction = 0.500 Initial subarea runoff= 1.130(CFS) .Total initial stream area = 0.294(Ac.) Pervious area fraction = 0.500. ++++++++ ' Page 1 ' STONEFIELDI-100.out Process from Point/station 101.000 to Point/Station 1:02.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation= 483.210(Ft.) End of street segment elevation = 480.170(Ft.) Length of street segment = 586.460(Ft.) Height of curb above gutter flowline = 6.0(ln.) ' Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 ' 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 = 6.497(CFS) .Depth of flow = 0.487(Ft.), Average velocity = 2.208(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreetflow width= 16.584(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 4.43 min. TC = 13.59 min. Adding area flow to street ' SINGLE FAMILY (IA Acre Lot) Runoff Coefficient = 0.790 - 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 3) = '52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 3.786(In/Hr) for a 100.0 year storm Subarea runoff = 8. 3 5 1 (CFS) for 2.794(Ac.) Total runoff= 9.481(CFS) Total area = 3.088(Ac.) Street flow at end of street = 9.481(CFS) Half street flow at end of street = 9.481(CFS) Depth of flow = 0.542(Ft.), Average velocity= 2.421(Ft/s) Warning: depth'of flow exceeds top of curb Flow width (from curb towards crown)= 19.300(Ft.) - Process from Point/Station 102.000 to Point/station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 75.820(Ft.) Downstream point/station elevation = 75.670(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 No. of pipes= I Required pipe flow =. 9.481(CFS) Nearest computed pipe diameter = 21.00(ln.) Calculated individual pipe flow = 9.481(CFS) ' Normal flow depth in .pipe = 14.72(In.) .Flow top width inside pipe = 19.23(ln.) Critical Depth = 13.75(ln.) Pipe flow velocity = 5.26(Ft/s) ' Travel time through pipe = 0.09 min. Time of concentration (TC) = 13.69 min. Page 2 STONEFIELDI- 100.out ' Process from Point/Station 103.000 to Point/Station . 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** 1 Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 3.088(Ac.) Runoff from this stream = 9.481(CFS) Time of concentration = 13.69 min. Rainfall intensity= 3.771(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.481 13.69 3.771 Largest stream flow has longer time of concentration Qp = 9.481 + sum of Qp = 9.481 Total of I streams to confluence: 1 Flow rates before confluence point: 9.481 Area of streams before confluence: ' 3.088 Results of confluence: Total flow rate = 9.481 (CF S) Time of concentration = 13.686 min. . Effective stream area after confluence = 3.088(Ac.) Process from Point/Station 110.000 to Point/Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 175.270(Ft.) Top (of initial area) elevation = 484.300(Ft.) Bottom (of initial area) elevation = 483.710(Ft.) Difference in elevation = 0.590(Ft.) Slope= . 0.00337 s(percent)= 0.34 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 �• Initial area time of concentration = 9.619 min. Rainfall intensity = 4.626(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) %t Runoff Coefficient = 0.865 ' 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.984(CFS) Total initial stream area = 0.264(Ac.) Pervious area fraction = 0.500 Process from Point/Station 1 11.000 to Point/Station 111000 T *4T STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION * * #* ' Page 3 1 t t ' STONEFIELD 1- 100.out Top of street segment elevation= -483.210(Ft.) ' End of street segment elevation = 480.170(Ft.) Length of street segment = 594.880(Ft.) ' Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) ' Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (vlhz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 5.826(CFS) Depth of flow = 0.474(Ft.), Average velocity= 2.140(Ft/s) Streetflow hydraulics at midpoint of street travel: ' Halfstr eet.flow width= 15.908(Ft.) Flow velocity = 2:14(Ft/s) Travel time = 4.63 min. TC = 14.25 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 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 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction =. 0.500 Rainfall intensity = 3.683(In/Hr) fora 100.0 year storm Subarea runoff= 7.536(CFS) for 2.599(Ac.) ' Total runoff = 8.520(CFS) Total area = 2.863(Ac.) Street flow at end of street = 8.520(CFS) . Half street flow at end of street = 8.520(CFS) - Depth of flow = 0.527(Ft.), Average velocity= 2.345(Ft/s) Warning: depth of flow exceeds top of curb Flow width. (from curb towards crown)= 18.549(Ft.) ' Process from Point/Station 112.000 to Point/Station 103.000 , r * * ** P "IPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 75.700(Ft.) Downstream point/station elevation = 75.670(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.S20(CFS) Nearest computed pipe diameter = 21.00(In.) ' Calculated individual pipe flow = 8.520(CFS) Normal flow depth in pipe = 13.29(In.) Flow top width inside pipe = 20.25(In.) Critical Depth = 13.01(ln.) ' Pipe flow'velocity = 5.31(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 14.27 min. Process from Point/Station 103.000 to Poini/Station 103.000 Page 4 STONEFIELD I - l 00.out * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.863(Ac.) Runoff from this stream = 8.520(CFS) Time of concentration = 14.27 min. Rainfall. intensity = 3.680(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.481 13.69 3.771 2 8.520 14.27 3.680 Largest stream flow has longer or shorter time of concentration Qp = 9.481 + sum of Qa Tb/Ta 8.520 * 0.959 = 8.171 Qp = 17.652 Total of 2 streams to confluence: Flow rates before confluence point: 9.481 8.520 Area of streams before confluence: 3.088 2.863 Results of confluence: Total flow rate = 17.652(CFS) Time of concentration = 13.686 min. Effective stream area after confluence =. 5.951(Ac.) Process from Point/Station 103.000 to Point/Station 104.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 75.670(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 326.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.652(CFS) Nearest computed pipe diameter = 27.00(ln.)' Calculated individual pipe flow = 17.652(CFS) Normal flow depth in pipe= 18.38(In.) Flow top width inside pipe= 25.18(ln.) ' Critical Depth = 17.61(ln.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe= 0.89 min: Time of concentration (TC) = 14.57 min. Process from Point/Station, 104.000 to Point/Station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.951(Ac.) Runoff from this stream = 17.652(CFS) Time of concentration = 14.57 min. Rainfall intensity = 3.636(ln/Hr) Summary of stream data: Page 5 t STONEFIELD 1= I OO.out Stream Flow rate TC Rainfall Intensity No. (CFS) (min) . (In/Hr) 1 17.652 14.57 3.636 Largest stream flow has longer.time of concentration Qp = 17.652 + sum of Qp = 17.652 Total of I streams to confluence: Flow rates before confluence point: 17.652 Area of streams before confluence: 5.951 Results of confluence: Total flow rate = 17.652(CFS) Time of concentration = 14.574 min. Effective stream area after confluence = 5.951(Ac.) rT iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station 120.000 to Point/Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 156.650(Ft.) Top (of initial area) elevation= 483.100(Ft.) Bottom (of initial area) elevation = 482.070(Ft.) Difference in elevation = 1.030(Ft.) Slope = 0.00658 s(percent)= 0 '.66 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.044 min. Rainfall intensity = 5.132(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 1.126(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.500 A-3 i 4 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station 121.000 to Point/Station 122.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA'FLOW ADDITION * * ** Top of street segment elevation = 481.570(Ft.) End of street segment elevation= 479.100(Ft.) Length of street segment = 358.990(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) ' Page 6 it I I ll STONEFIELD I - 100.out 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 = 3.571(CFS) Depth of flow = 0.399(Ft.), Average velocity = 2.140(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.154(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 2.80 min. TC 10.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.316(In/Hr) for a 100.0 year storm Subarea runoff = 4.048(CFS) for 1.172(Ac.) Total runoff= 5.174(CFS) Total area 1.442(Ac.) Street flow at end of street = 5.174(CFS) Half street flow at end of street = 5.174(CFS) Depth of flow = 0.440(Ft.), Average velocity= 2.331(Ft/s) Flow width (from curb towards crown)= 14.240(Ft.) Process from Point/Station 122.000 to Point/Station 104.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 74.070(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 4.50(Ft.) Manning's N= 0.013 No. of pipes = 1 .Required pipe flow = 5.174(CFS) Nearest computed pipe diameter = 15.00(In.) ' Calculated individual pipe flow = 5.174(CFS) Nomtal flow depth in pipe = 12.05(In.) Flow top width inside pipe = 11.93(In.) Critical Depth = 11.07(In.) Pipe flow velocity = 4.90(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.86 min. Page 7 ' Process from Point/Station 104.000 to Point/Station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = I.442(Ac.) Runoff from this stream = 5.174(CFS) Time of concentration = 10.86 min. Rainfall intensity = 4.313(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) Page 7 In ' STONEFIELD I -1 OO.out 1 17.652 14.57 3.636 2 5.174 10.86 4.313 Largest stream flow has longer time of concentration ' Qp = 17.652 + sum of Qb Ia/Ib ' 5.174 * 0.843 = 4.362 Qp = 22.014 ' Total of 2 streams to confluence: Flow rates before confluence point: ' 17.652 5.174 ' Area of streams before confluence: 5.951 1.442 ' Results of confluence: ' Total flow rate = 22.014(CFS) Time of concentration = 14.574 min. Effective stream area after confluence = 7393(Ac.) In ' Process from Point/Station 130.000 to Point/Station 131.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation= 482.100(Ft.) Bottom (of initial area) elevation = 481.330(Ft.) ' Difference in elevation = 0.770(Ft.) Slope = 0.00642 s(percent)= 0.64 ' TC = k(0390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.266 min. ' Rainfall intensity = 5.444(In/Hr) fora 100.0 year storm SINGLE FAMILY (114 Acre Lot) ' Runoff Coefficient = 0:817 " �- ' 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.174(CFS) Total initial stream area = 0.264(Ac.) Pervious area fraction = 0.500 '***t Process from Point/Station 131.000 to Point/Station 132.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 1 Top of street segment elevation = 480.830(Ft.) End of street segment elevation= 479.100(Ft.) Length of street segment = 190.490(Ft.) Height of curb above gutter flowline = 6:0(In.) Width of half street (curb to crown) =r 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) ' Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) ' Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) ' Page 8 1 1 STONEFIELDl -1 OO.out 17.652 14.57 3.636 Page 9 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 = 2.684(CFS) Depth of flow = 0.356(Ft.), Average velocity= 2.237(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 10.041(Ft.) Flow velocity = 2.24(Ft/s) Travel time = 1.42 min. TC = 8.69 min. - Adding area flow to street SINGLE FAMILY (114 Acre Lot) Runoff Coefficient = 0.810 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.909(ln/Hr) fora 100.0 year storm ' Subarea runoff= 2.699(CFS) for 0.679(Ac.) Total runoff = 3.873(CFS) Total area = 0.943(Ac.) Street flow at end of street = 3.873(CFS) Half street flow at end of street = 3.873(CFS) Depth of flow = 0.393(Ft.), Average velocity= 2.426(Ft/s) ' Flow width (from curb towards crown)= 11.85 ] (Ft.) 17.652 14.57 3.636 Page 9 Process from Point/Station 132.000 to Point/Station 104.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 74.190(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.873(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.873(CFS) Normal flow depth in pipe = 10.66 (In.) Flow top width inside pipe = 13.60(In.) Critical Depth = 9.55(In.) Pipe flow velocity = 4.15(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = . 8.81 min. ' Process from Point/Station 104.000 to Point/Station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 ' Stream flow area = 0.943(Ac.) Runoff from this stream = 3.873(CFS) Time of concentration = 8.81 min. Rainfall intensity = 4.869(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No.' (CFS) (min) (In/Hr) 17.652 14.57 3.636 Page 9 STONEFIELDI- 100.out 2 5.174 10.86 4.313 3 3.873 8.81 4.869 Largest stream flow has longer time of concentration Qp = 17.652 + sum of Qb • la/lb, 5.174 * 0.843 = 4.362 Qb la/Ib 3.873 * 0.747 = 2.892 Qp = ' 24,906 Total of 3 streams to confluence: Flow rates before confluence point: 17.652 5.174 3.873 Area of streams before confluence: 5.951 1.442 0.943 Results of confluence: Total flow rate = 24.906(CFS) - Time of concentration = 14.574 min. Effective stream area after confluence = 8.336(Ac:) Process from Point/Station 104.000 to Point/Station 105.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 74.040(Ft.) Downstream point/stafion elevation = 72.830(Ft.) Pipe length = 242.70(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 24.906(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 24.906(CFS) Normal flow depth in pipe = 21.45(In.) Flow top width inside pipe = 27.09(In.) Critical Depth = 20.41 (In.) Pipe flow velocity = 6.63(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 15.18 min. Process from Point/Station 105.000 to Point/Station 105.000 * * ** CONFLUENCE OF MINOR STREAMS *"` ** Along Main Stream number: I in normal stream number I Stream flow area = 8.336(Ac.) Runoff from this stream = 24.906(CFS) Time of concentration = 15.18 min. Rainfall intensity = 3.550(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.906 15.18 3.550 Largest stream flow has longer time of concentration Qp = 24.906 + sum of Qp = 24.906 Total of 1 streams to confluence: Flow rates before confluence point: Page 10 I= 24:906 Area of streams before confluence: 8.336 Results of confluence: Total flow rate= 24.906(CFS) Time of concentration = 15.184 min. Effective stream area after confluence = STONEFIELD 1- l 00.out 8.336(Ac.) Process from Point/Station 140.000 to Point/Station 141.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance= 159.110(Ft.) Top (of initial area) elevation = 482.700(Ft.) Bottom (of initial area) elevation = 481.580(Ft.) Difference in elevation = 1.120(Ft.) Slope = 0.00704 s(percent)= 0.70 ' TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.984 min. Rainfall intensity = 5.154(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = .0.813 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 1.094(CFS) ' Total initial stream area 0.261(Ac.) Pervious area fraction =0.500 ' Process from Point/StationrT 141.000 to Point/Station 142.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 1 Top of street segment elevation = 481.080(Ft.) End of street segment elevation = 478.790(Ft.) Length of street segment = 497.910(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) M.anning'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 = 9.096(CFS) Depth of flow = 0.544(Ft.), Average velocity= 2.290(Ft/s)' Warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 19.441(Ft.) Flow velocity = 2.29(Ft/s) Travel time = 3.62 min. TC = H. 61 min. Page 11 STONEFIELD 1- 100.out Adding area flow to street SINGLE FAMILY (I/4 Acre Lot) Runoff Coefficient = 0.797 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 3) = 52.00 Pervious area fraction. = 0.500; Impervious fraction = 0.500 . Rainfall intensity= 4.149(ln/Hr) fora 100.0 year storm Subarea runoff = 12.624(CFS) for 3.818(Ac.) Total runoff = 13.718(CFS) Total area = 4.079(Ac.) Street flow at end of street = 13.718(CFS) Half street flow at end of street = 13.718(CFS) Depth of flow = 0.603(Ft.), Average velocity = 2.670(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) Process from Point/station 142.000 to Point/station 105.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station T. 105.000 to Point/station 105.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number -2 Stream flow area = 4.079(Ac.) Runoff from this stream = 13.718(CFS) Time of concentration = 11.62 min. Rainfall intensity = 4.146(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 24.906 15.18 3.550 2 13.718 11.62 4.146 Largest stream flow has longer time of concentration Qp = 24.906 + sum of Qb ' Ia/Ib 13.718 * 0.856 = 11.746 Qp = 36.652 Page 12 Upstream point/station elevation = 72.860(Ft.) , Downstream point/station elevation = 72.830(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.718(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.718(CFS) Normal flow depth in pipe = 15.40(In.) Flow top width inside pipe = 23.02(In.) Critical Depth = 15.99(In.) Pipe flow velocity = 6.44(Ft/s) ' Travel time through. pipe= 0.01 min. Time of concentration (TC) = 11.62 min. iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station T. 105.000 to Point/station 105.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number -2 Stream flow area = 4.079(Ac.) Runoff from this stream = 13.718(CFS) Time of concentration = 11.62 min. Rainfall intensity = 4.146(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 24.906 15.18 3.550 2 13.718 11.62 4.146 Largest stream flow has longer time of concentration Qp = 24.906 + sum of Qb ' Ia/Ib 13.718 * 0.856 = 11.746 Qp = 36.652 Page 12 a STONEFIELD I -100. out Total of 2 streams to confluence: Flow rates before confluence point: 24.906 13.718 Area of streams before confluence: 8.336 4.079 Results of confluence: Total flow rate = 36.652(CFS) Time of concentration = 15.184 min. Effective stream area after confluence = 12.415(Ac.) Process from Point/Station 105.000 to Point/Station 106.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.830(Ft.) Downstream point/station elevation = 72.680(Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.652(CFS) Nearest computed pipe diameter = 33.00(In.), Calculated individual pipe flow = 36.652(CFS) Normal flow depth in pipe = 26.72(In.) Flow top width inside pipe 25.91 (In.) Critical Depth= 24.18(In.) Pipe flow velocity= 7.12(Ft/s) Travel time through pipe = 0.07 min.. Time of concentration (TC) = 15.26 min. Process from Point/Station 106.000 to Point/station 106.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number I Stream flow area = 12.415(Ac.) Runoff from this stream = 36.652(CFS) Time of concentration = 15.26 min. Rainfall intensity = 3.540(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.652. 15.26 3.540 Largest stream flow has longer time of concentration Qp = 36.652 + sum of Qp = 36.652 Total of 1 streams to confluence: Flow rates before confluence point: 36.652 Area of streams before confluence: 12.415 Results of confluence: Total flow rate = 36.652(CFS) Time of concentration = 15.255 min. Effective stream area after confluence = 12.415(Ac.) Page 13 I7 r- 1 1 I I. STONEFIELD 1- l 00.out Process from Point/Station 150.000 to Point/Station 151.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 160.740(Ft.) Top (of initial area) elevation = 481.300(Ft.) Bottom (of initial area) elevation = 480.990(Ft.) Difference in elevation = 0.310(Ft.) Slope= 0.00193 s(percent)= 0.19 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.386 min. Rainfall intensity = 4:425(InIHr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = OA79(CFS) Total initial stream area = 0.135(Ac.) Pervious area fraction = 0.500 A-G - Process from Point/Station 151.000 to Point/Station 106.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.490(Ft.) End of street segment elevation = 478.790(Ft.) Length of street segment = 220.180(Ft.) Height of curb above gutter flowline 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] sides) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 2.103(CFS) Depth of flow = 0.342(Ft.), Average velocity = 1.992(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width =' 9.294(Ft.) Flow velocity = 1.99(Ft/s) Travel time= 1.84 min. TC = 12.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity= 4.025(In /Hr) fora 100.0 year storm Subarea runoff= 2.926(CFS) for 0.915(Ac.) Page 14 1 STONEFIELD I - 100.out Total runoff = 3.406(CFS) Total area = 1.050(Ac.) ' Street fl ow at end of street = '3.406(CFS) Half street flow at end of.street = 3.406(CFS) Depth of flow = 0.388(Ft.), Average velocity = 2.213(Ft /s) Flow width (from curb towards crown)= 11.606(Ft:) No. of pipes = 1 Required pipe flow = 39.648(CFS) HHHHHHHHHHH ' Process from Point/Station 106.000 to Point/Station 106.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Flow top width inside pipe = 22.25(In.) Along Main Stream number: 1 in normal stream number 2 Critical Depth = 25.14(In.) Stream flow area = 1.050(Ac.) ' Runoff from this stream = 3.406(CFS) Time of concentration = 12.23 min. Travel time through pipe = 0.06 min. Rainfall intensity = 4.025(In /Hr) Time of concentration (TC) = 15.32 min. Summary of stream data: ' Stream Flow rate TC Rainfall Intensity HHHHHHHHH Hi Hi! Process from Point/Station 107.000 to Point/Station 107.000 No. (CFS) (min) (In /Hr) ' 1 36:652 15.26 3.540 2 3.406 12.23 4.025 Largest stream flow has longer time of concentration Qp = 36.652 + sum of - Qb Ia/Ib 3.406 * 0.880 = 2.996 Qp = 39.648 ' Total of 2 streams to confluence: Flow rates before confluence point: 36.652 3.406 Area of streams before confluence: ' 12.415 1.050 Results of confluence: Total flow rate = 39.648(CFS) Time of concentration = 15.255 min. Effective stream area after confluence = 13.465(Ac.) Process from Point/Station 106.000 to Point/Station 107.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.680(Ft.) Downstream point/station elevation = 72.540(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.648(CFS) Nearest computed pipe diameter = 33.00(ln.) ' Calculated individual pipe flow = .39.648(CFS) Normal flow depth in pipe = 28.69(ln.) Flow top width inside pipe = 22.25(In.) Critical Depth = 25.14(In.) ' Pipe flow velocity = 7.24(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 15.32 min. Hiiiiiiii HHHHHHHHH Hi Hi! Process from Point/Station 107.000 to Point/Station 107.000 Page 15 . I STONEFIELD I - 100.out * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.465(Ac.) Runoff from this stream = 39.648(CFS) Time of concentration = 15.32 min. Rainfall intensity= 3.532(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 39.648 15.32 3.532 Largest stream flow has longer time of concentration Qp = 39.648 + sum of Qp = 39.648 Total of 1 streams to confluence: Flow rates before confluence point: 39.648 Area of streams before confluence: 13.465 Results of confluence: Total flow rate = 39.648(CFS) Time of concentration = 15.318 min. Effective stream area after confluence = 13.465(Ac.) Process from Point/Station 107.000 to Point/Station 108.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.540(Ft.) Downstream point/station elevation = 72.500(Ft.) Pipe length = 8.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 39.648(CFS) Nearest computed pipe diameter = 36.00(ln.) Calculated individual pipe flow = 39.648(CFS) Normal flow depth in pipe = 26.20(In.) Flow top width inside pipe = 32.04(ln.) Critical Depth = 24.61(In.) Pipe flow velocity = 7.20(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.34 min. Process from Point/Station 108.000 to Point/Station 108.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: I in normal stream number I Stream flow area 13.465(Ac.) Runoff from this stream = 39.648(CFS) Time of concentration = 15.34 min. Rainfall intensity = 3.529(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 16 STONEFIELD I -I Mout 1 39.648 15.34 3.529 Largest stream flow has longer time of concentration Qp = 39.648 + sum of Qp = 3 9.64 8 Total of 1 streams to confluence: Flow rates before confluence point: 39.648 ' Area of streams before confluence: 13.465 Results of confluence: Total flow rate = 39.648(CFS) ' Time of concentration = . 15.338 min. Effective stream area after confluence = 13.465(Ac.) End of computations, total study area = 13.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number= 32.0 i 1 ' 1 Page 17 stonefield2.out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/10/05 File: stonefteld2. out * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file . ------ - - - - -- --------------------------------------------------------- The Keith Companies, Inc. - SIN 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 = 3 ' Standard intensity- duration curves data (Plate D -4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity =. 2.830(ln /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: I hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 Process from Point/Station 200.000 to Point/Station 201.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 169.850(Ft.) Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) . Difference in elevation = 1.300(Ft.) Slope= 0.00765 s(percent)= 0.77 TC = k (0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.060 min. ' Rainfall intensity = 5.126(In /Hr) for a 100.0 year storm. SINGLE FAMILY (IA Acre Lot) Runoff Coefficient = 0.813 _ 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 3) = 52.00 Pervious area fraction= 0.500; Impervious fraction= 0.500 Initial subarea runoff = 1. I21(CFS) Total initial stream area = 0.269(Ac.) Pervious area fraction = 0.500 ' Page 1 ' stonefield2.out Process from Point/station 201.000 to Point/Station °. 202.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION,**** ' Top of street segment elevation = 480.400(Ft.) End of street segment elevation = 478.140(Ft.) Length of street segment = 423.710(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 ' 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 t Estimated mean flow rate at midpoint of street = 6.542(CFS) Depth of flow = 0.486(Ft.), Average velocity= 2.236(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.535(Ft.) Flow velocity = 2.24(Ft/s) Travel time = 3.16 min. TC = 11.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 4.231(In/Hr) fora '100.0 year storm Subarea runoff= 8.793(CFS) for 2.602(Ac.) Total runoff = 9.914(CFS) Total area = 2.871 (Ac.) Street flow at end of street = 9.914(CFS) ' Half street flow at end of street = 9.914(CFS) Depth of flow = 0.546(Ft.), Average velocity = 2.474(Ft/s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 19.534(Ft.) ' Process from Point/Station 202.000 to Point/Station 203.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 71.110(Ft.) ' Downstream point/station elevation = 71.080(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 9.914(CFS) Nearest computed pipe diameter = 21 .00(In.) Calculated individual pipe flow = 9.914(CFS) ' Normal flow depth in pipe = 14.84(In.) Flow top width inside pipe = 19.13(ln.) Critical Depth = 14.06(ln.) Pipe flow velocity = 5.46(Ft/s) ' Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.23 min. Page 2 i�i stonefield2.out Process from.Point/Station 203.000 to Point/Station 203.000 T * * ** CONFLUENCE OF MINOR STREAMS * * ** Total of 1 streams to confluence Along Main Stream number: l in normal stream number l ' Stream flow area = 2.871 (Ac.) Runoff from this stream =. 9.914(CFS) Time of concentration = 11.23 min. Rainfall intensity= 4.228(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 9.914 11.23 4.228 Largest stream flow has longer time of concentration Qp = 9.914 + sum of t Qp = 9.914 Total of 1 streams to confluence 1 1 Process from Point/Station 210.000 to Point/Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 142.260(Ft.) Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00914 s(percent)= 0.91 TC = k(0.390) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 7.246 min. Rainfall intensity = 5.452(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 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 3) = 52.00 Pervious area fraction =. 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.181(CFS) Total initial stream area = 0.265(Ac.) Pervious area fraction = 0.500 Process from Point/Station 211.000 to Point/Station 2I2.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 3 U Flow rates before confluence point: ' 9.914 Area of streams before confluence: 2.871 Results of confluence: 'Total flow rate= 9.914(CFS) Time of concentration = 11.235 min. Effective stream area after confluence = 2.871(Ac.) 1 1 Process from Point/Station 210.000 to Point/Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 142.260(Ft.) Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00914 s(percent)= 0.91 TC = k(0.390) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 7.246 min. Rainfall intensity = 5.452(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 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 3) = 52.00 Pervious area fraction =. 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.181(CFS) Total initial stream area = 0.265(Ac.) Pervious area fraction = 0.500 Process from Point/Station 211.000 to Point/Station 2I2.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 3 U 17 L 1 stonefield2.out Top of street segment elevation= 480.400(Ft.) End of street segment elevation = 478.140(Ft.) Length of street'segment = 349.300(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 4.682(CFS) Depth of flow = 0.432(Ft.), Average velocity= 2.224(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.832(Ft.) Flow velocity = 2.22(Ft/s) Travel time = 2.62 min. TC = 9.86 min. Adding area flow to street SINGLE FAMILY (IA Acre Lot) Runoff Coefficient = 0.804 . 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.559(In/Hr) fora 100.0 year storm Subarea runoff= 5.765(CFS) for 1.572(Ac.) 'Total runoff = 6.946(CFS) Total area = 1.837(Ac.) Street flow at end of street = 6.946(CFS) Half street flow at end of street = 6.946(CFS) Depth of flow = 0.481(Ft.), Average velocity= 2.441(Ft/s) Flow width (from curb towards crown)= 16.289(Ft.) Process from Point/Station 212.000 to Point/station 203.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.230(Ft.) Downstream point/station elevation = 71.080(Ft.) ' Pipe length = 29.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 6.946(CFS) Nearest computed pipe diameter = 18.00(ln.) ' Calculated individual pipe flow = 6.946(CFS) Normal flow depth in pipe = 13.69(In.) Flow top width inside pipe = 15.37(In.) Critical Depth = 12.25(In.) Pipe flow velocity = 4.81(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 9.97 min. Process from Point/Station 203.000 to Point/station 203.000 ****CONFLUENCE OF MINOR STREAMS * * ** ' Page 4 ' stonefield1out Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.837(Ac.) . ' Runoff from this stream = 6.946(CFS) Time of concentration = 9.97 min. Rainfall intensity = 4.532(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.914 11.23 4.228 2 6.946 9.97 4.532 Largest stream flow has longer time of concentration Qp = " 9.914 + sum of Qb Ia/Ib 6.946 * 0.933 = 6.479 ' Qp = 16.393 Total of 2 streams to confluence: Flow rates before confluence point: 9.914 6.946 Area of streams before confluence: 2.871 1.837 Results of confluence: Total flow rate = 16.393(CFS) Time of concentration= 11.235 min. Effective stream area after confluence = 4.708(Ac.) r Process from Point/Station 203.000 to Point/Station 204.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.080(Ft.) Downstream point/station elevation = 69.970(Ft.) Pipe length = 222.90(Ft.) Manning's N = 0.013 ' No. of pipes = I Required pipe flow = 16.393(CFS) Nearest computed pipe diameter = 24.00(ln.) Calculated individual pipe flow = 16.393(CFS) Normal flow depth in pipe = 20.30(In.) Flow top width inside pipe= 17.34(In.) Critical Depth = 17.51(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 11.88 min. Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.708(Ac.) Runoff from this stream = 16.393(CFS) Time of concentration= 1 1.88 min. Rainfall intensity= 4.094(In/Hr) Program is now starting with Main Stream No. 2 ' Page 5 ' stonefield2.out ' Process from Point/Station 220.000 to Point/Station 221.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 120.000(Ft.) ' Top (of initial area) elevation = 480.800(Ft.) Bottom (of initial area) elevation = 480.020(Ft.) Difference in elevation = 0,780(Ft.) Slope = 0.00650 s(percent)= 0.65 ' TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.247 min. Rainfall intensity = 5.452(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 ' 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Initial subarea runoff = 0.980(CFS) ' Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.500 Process from Point /Station 221.000 to Point/Station 222.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 479.520(Ft.) End of street segment elevation = 479.170(Ft.) Length of street segment = 80.240(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 = 17.50.0(Ft.) Slope from gutter to grade break (v/hz) = 0.078 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [ I ] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 1.700(CFS) Depth of flow 0.348(Ft.), Average velocity 1.520(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.623(Ft.) ' Flow velocity = 1.52(Ft/s) Travel time = 0.88 min. TC = 8.13 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 6 stonefield2.out Rainfall intensity = 5.102(ln/Hr) for a 1.00.0 year storm Subarea runoff= 1.339(CFS) for 0.323(Ac.) Total runoff= 2.319(CFS) Total area = 0.543(Ac.) Street flow at end of street = 2.319(CFS) Half street flow at end of street = 2.319(CFS) Depth of flow = 0.378(Ft.), Average velocity = 1.627(Ft/s) Flow width (from curb towards crown)= 11.106(Ft.) Process from Point/Station 222.000 to Point/Station 223.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.410(Ft.) Downstream point/station elevation = 71.260(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.319(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.319(CFS) Normal flow depth in pipe= 9.01(In.) Flow top width inside pipe= 10.38(In.) Critical Depth = 7.82(In.) Pipe flow velocity = 3.67(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.26 min. Process from Point/Station 223.000 to Point/Station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.543(Ac.) Runoff from this stream = 2.319(CFS) Time of concentration = 8.26 min. Rainfall intensity = 5.053(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.319 8.26 5.053 Largest stream flow has longer time of concentration Qp = 2.319 + sum of Qp = 2.319 Total of I streams to confluence: Flow rates before confluence point: 2.319 Area of streams before confluence: 0.543 Results of confluence: Total flow rate = 2.319(CFS) Time of concentration = 8.261 min. Effective stream area after confluence = 0.543(Ac.) Process from Point/Station 230.000 to Point/station 231.000 * * ** INITIAL AREA EVALUATION * * ** Page 7 1 stonefield1out Initial area flow distance= 139.390(Ft.) Top (of initial area) elevation = 481.000(Ft.) Bottom (of initial area) elevation = 480.300(Ft.) Difference in elevation = 0.700(Ft.) Slope = 0.00502 s(percent)= 0.50 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 8.102 min. Rainfall intensity= 5.111(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = .1.292(CFS) Total initial stream area= 0.311(Ac.) Pervious area fraction = 0.500 i ! i i i i i i i i ! i ! i i i i i i i i i i i i i : ; : i ! ! i ! i ! i i i i i ! ! i i i i i ! i i ! i i i i i ! i i i ! i i ! i ! i i i Process from Point/Station 231.000 to Point/Station 232.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 479.800(Ft.) End of street segment elevation = 479.170(Ft.) Length of street segment = 121.970(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 2.864(CFS) Depth of flow = 0.391(Ft.), Average velocity= 1.82] (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 11.748(Ft.) Flow velocity = 1.82(Ft/s) Travel time = 1.12 min. TC = 9.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.742(1n/Hr) fora 100.0 year stonn Subarea runoff= 2.898(CFS) for 0.757(Ac.) Total runoff = 4.189(CFS) Total area = 1.068(Ac.) Street flow at end of street = 4.189(CFS) Page 8 Process from Point/Station 223.000 to Point/Station 204.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) Page 9 stonefield2.out Half street flow at end of street = 4.189(CFS) Depth of flow = 0.432(Ft.), Average velocity= 1.988(Ft/s) Flow width (from curb towards crown)= 13.840(Ft.) ' Process from Point/Station 232.000 to Point/Station 223.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 71.290(Ft.) Downstream point/station elevation = 71.260(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.189(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.189(CFS) Normal flow depth in pipe = 10.90(In.) Flow top width inside pipe = 13.37(In.) ' Critical Depth = 9.95(In.) Pipe flow velocity = 4.39(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.24 min. Process from Point/Station 223.000 to Point/Station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.068(Ac.) Runoff from this stream = 4.189(CFS) Time of concentration = 9.24 min. Rainfall intensity = 4.736(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.319 8.26 5.053 2 4.189 9.24 4.736 Largest stream flow has longer time of concentration Qp = 4.189 + sum of ' Qb Ia/Ib 2.319 * 0.937 = 2.173 Qp = 6.363 Total of 2 streams to confluence: Flow rates before confluence point: 2.319 4.189 Area of streams before confluence: _ 0.543 1.068 Results of confluence: Total flow rate = 6.363(CFS) Time of concentration = 9.239 min. ' Effective stream area after confluence = 1.611 (Ac.) Process from Point/Station 223.000 to Point/Station 204.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) Page 9 r stonefield1out Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' Upstream point/station elevation = 71.260(Ft.) Downstream point/station elevation = 69.970(Ft.) Pipe length = 257.98(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 6.363(CFS) Qp = 16.393 + sum of Nearest computed pipe diameter = 18.00(In.) ' Calculated individual pipe flow = 6.363(CFS) Normal flow depth in pipe = 12.82(In.) ' Flow top width inside pipe = 16.30(In.) 6.363 * 0.913 = 5.808 Critical Depth = 11.70(In.) ' Pipe flow velocity = 4.72(Ft/s) Travel time through pipe = 0.91 min. Total of 2 main streams to confluence: Time of concentration (TC) = 10.15 min. Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.611 (Ac.) ' Runoff from this stream = 6.363(CFS) Time of concentration= 10.15 min. Qp = 16.393 + sum of Rainfall intensity = 4.485(In/Hr) ' Summary of stream data: ' Stream Flow rate TC Rainfall Intensity 6.363 * 0.913 = 5.808 No. (CFS) (min) (In/Hr) ' 1 16.393 11.88 4.094 2 6363 10.15 ' 4.485 Largest stream flow has longer time of concentration Qp = 16.393 + sum of ' Qb Ia/Ib 6.363 * 0.913 = 5.808 Qp = 22.201 ' Total of 2 main streams to confluence: Flow rates before confluence point: 16.393 6.363 Area of streams before confluence: ' 4.708 1.611 Results of confluence: Total flow rate = 22.201(CFS) Time of concentration= 11.877 min. Effective stream area after confluence = 6.319(Ac.) Process from Point/Station 204.000 to Point/Station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** .Upstream point /station elevation= 69.970(Ft.) Downstream point/station elevation = 67.270(Ft.) Pipe length = 539.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow =' 22.201(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 22.201(CFS) ' Page 10 Process from Point/Station 205.000 to Point/Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.319(Ac.) Runoff from this stream = 22.201(CFS) Time of concentration = 13.31 min. Rainfall intensity = 3.832(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.201 13.31 3.832 Largest stream flow has longer time of concentration Qp = 22.201 + sum of Qp = 22.201 Total of 1 streams to confluence: Flow rates before confluence point: 22.201 Area of streams before confluence: 6.319 Results of confluence: Total flow rate = 22.201(CFS) Time of concentration= 13.310 min. Effective stream area after confluence = 6.319(Ac.) Process from Point/Station 240.000 to Point/Station 241.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 172.630(Ft.) Top (of initial area) elevation = 481.600(Ft.) Bottom (of initial area) elevation = 481.150(Ft.) Difference in elevation = 0.450(Ft.) Slope = 0.00261 s(percent)= 0.26 TC = k(0.390) *[(length 13) /(elevation change)] ^0.2 Initial area time of concentration= 10.062 min. Rainfall intensity= 4.507(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient .= 0.803 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.5,00 Initial subarea runoff = 1.173(CFS) Total initial stream area = 0.324(Ac.) Page 11 stonefield2.out Normal flow depth in pipe = 22.50(In.) Flow top width inside pipe = 20.12(In.) Critical Depth = 19.81(In.) Pipe fl ow velocity = 6.28(Ft/s) Travel time through pipe = 1.43 min. Time of concentration (TC) = 13.31 min. Process from Point/Station 205.000 to Point/Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.319(Ac.) Runoff from this stream = 22.201(CFS) Time of concentration = 13.31 min. Rainfall intensity = 3.832(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.201 13.31 3.832 Largest stream flow has longer time of concentration Qp = 22.201 + sum of Qp = 22.201 Total of 1 streams to confluence: Flow rates before confluence point: 22.201 Area of streams before confluence: 6.319 Results of confluence: Total flow rate = 22.201(CFS) Time of concentration= 13.310 min. Effective stream area after confluence = 6.319(Ac.) Process from Point/Station 240.000 to Point/Station 241.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 172.630(Ft.) Top (of initial area) elevation = 481.600(Ft.) Bottom (of initial area) elevation = 481.150(Ft.) Difference in elevation = 0.450(Ft.) Slope = 0.00261 s(percent)= 0.26 TC = k(0.390) *[(length 13) /(elevation change)] ^0.2 Initial area time of concentration= 10.062 min. Rainfall intensity= 4.507(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient .= 0.803 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.5,00 Initial subarea runoff = 1.173(CFS) Total initial stream area = 0.324(Ac.) Page 11 ' Process from Point/Station 242.000 to Point/Station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.500(Ft.) stonefield2.out Pervious area fraction = 0.500 No. of pipes= I Required pipe flow = 11.673(CFS) Nearest computed pipe diameter = 24.00(ln.) ' Process from Point/Station 24 1. 000 to Point/Station 242.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Flow top width inside pipe = 23.02(In.) Top of street segment elevation = 480.650(Ft.) s Page 12 End of street segment elevation = 476.840(Ft.) Length of street segment =. 616.510(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 ' 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 7.726(CFS) Depth of flow = 0.499(Ft.), Average velocity= 2.461(Ft/s) Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width = 17.170(Ft.) Flow velocity= 2.46(Ft/s) Travel time = 4.18 min. TC = 14.24 min. Adding area flow to street ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 3.685(In/Hr) fora 100.0 year storm Subarea runoff= 10.500(CFS) for 3.619(Ac.) Total runoff = 11.673(CFS) Total area = 3.943(Ac.) Street flow at end of street,= 11.673(CFS) ' Half street flow at end of street = 11.673(CFS) Depth of flow = 0.559(Ft.), Average velocity= 2.735(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. ' Flow width (from curb towards crown)= 20.000(Ft.) ' Process from Point/Station 242.000 to Point/Station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.500(Ft.) Downstream point/station elevation = 67.270(Ft.) Pipe length = . 47.66(Ft.) Manning's N = 0.013 No. of pipes= I Required pipe flow = 11.673(CFS) Nearest computed pipe diameter = 24.00(ln.) ' Calculated individual pipe flow = 11.673(CFS) Normal flow depth in pipe = 15.40(In.) Flow top width inside pipe = 23.02(In.) ' s Page 12 1 - Critical Depth = 14.72(In.) ' Pipe flow velocity = 5.48(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 14.38 min. stonefield2.out Process from Point/Station 205.000 to Point/Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: t in normal stream number 2 ' Stream flow area = 3.943(Ac.) Runoff from this stream = :11.673(CFS) ' Time of concentration = 14.38 min. Rainfall intensity = 3.663(In/Hr) ' Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/fir) Total of 2 streams to confluence: ' 1 22.201 13.31 3.832 2 11.673 14.38 3.663 ' Largest stream flow has longer or shorter time of concentration Qp = 22.201 + sum of Qa Th/Ta ' 11.673 * 0.925 = 10.803 Qp = 33.004, Total of 2 streams to confluence: ' Flow rates before confluence point: ' 22.201 11.673 Area of streams before confluence: 6.319 3.943 ' Results of confluence: ' Total flow rate = 33.004(CFS) Time of concentration= 13.310 min. Effective stream area after confluence = 10.262(Ac.) Process from Point/Station 206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Page 13 Process from Point/Station 205.000 to Point/Station 206.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.270(Ft.) Downstream point/station elevation = 67.230(Ft.) ' Pipe length = 8.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.004(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 33.004(CFS) ' Normal flow depth in pipe = 24.42(In.) Flow top width inside pipe = 28.95(In.) Critical Depth = 22.95(In.) Pipe flow velocity = 7.01(Ft/s) " ' Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.33 min. Process from Point/Station 206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Page 13 ' stonefield2.out ' Process from Point/Station 250.000 to Point/Station 251.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 120.210(Ft.) Top (of initial area) elevation= 481.100(Ft.) Bottom. (of initial area) elevation = 479.940(Ft.) Difference in elevation = 1.160(Ft.) Slope = 0.00965 s(percent)= 0.96 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.701 min. Rainfall intensity = 5.705(In /Hr) fora 100.0 year storm SINGLE „FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.820 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 1.156(CFS) Total initial stream area ,= 0.247(Ac.) Pervious area fraction = 0.500 +T , -i i i i i i i i i i i i i i ++++++++++++++ ++++ T, T,iiiiii++++++++ + ++++++++++ Process from Point/Station 251.000 to Point/Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 479.440(Ft.) End of street segment elevation = 476.840(Ft.) Length of street segment = 466.610(Ft.) Height of curb above gutter flowline = 6.0(In.) Page 14 "Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.262(Ac.) Runoff from this stream = 33.004(CFS) Time of concentration = 13.33 min. ' Rainfall intensity= 3.829(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.004 13.33 3.829 Largest stream flow has longer time of concentration ' Qp = 33.004 + sum of Qp = 33.004 ' Total of I streams to confluence: Flow rates before confluence point: 33.004 Area of streams before confluence: ' 10.262 Results of confluence: Total flow rate = 33.004(CFS) Time of concentration = 13.330 min. Effective stream area after confluence = 10.262(Ac.) Process from Point/Station 250.000 to Point/Station 251.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 120.210(Ft.) Top (of initial area) elevation= 481.100(Ft.) Bottom. (of initial area) elevation = 479.940(Ft.) Difference in elevation = 1.160(Ft.) Slope = 0.00965 s(percent)= 0.96 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.701 min. Rainfall intensity = 5.705(In /Hr) fora 100.0 year storm SINGLE „FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.820 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 1.156(CFS) Total initial stream area ,= 0.247(Ac.) Pervious area fraction = 0.500 +T , -i i i i i i i i i i i i i i ++++++++++++++ ++++ T, T,iiiiii++++++++ + ++++++++++ Process from Point/Station 251.000 to Point/Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 479.440(Ft.) End of street segment elevation = 476.840(Ft.) Length of street segment = 466.610(Ft.) Height of curb above gutter flowline = 6.0(In.) Page 14 1 L Process from Point/Station 206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.764(Ac.) Runoff from this stream = 14.077(CFS) Time of concentration = 9.84 min. Rainfall intensity= 4.567(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33:004 13.33 3.829 2 14.077 9.84 4.567 Largest stream flow has longer time of concentration Q = 33.004 + sum of Qb Ia/Ib .14.077* 0.838= 11.801 Qp = 44.805 Page 15 stonefield2.out Width of half street (curb to crown) = 20.000(Ft:) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0:020 Street flow is on [I) side(s) of the street Distance from curb to property line = 0.000(Ft.) ' Slope from curb to property line (v/hz) = 0.000 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 = 9.384(CFS) Depth of flow = 0.535(Ft.), Average velocity= 2.481(Ft/s) ' Waming: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.948(Ft.) Flow velocity = 2.48(Ft/s) ' Travel time = 3.13 min. TC = 9.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient= 0.804 ' 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.567(In/Hr) fora 100.0 year storm Subarea runoff= 12.922(CFS) for 3.517(Ac.) ' Total runoff = 14.077(CFS) Total area = 3.764(Ac.) Street flow at end of street = 14.077(CFS) Half street flow at end of street = 14.077(CFS) Depth of flow = 0.592(Ft.), Average velocity= 2.857(Ft/s) ' Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 1 L Process from Point/Station 206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.764(Ac.) Runoff from this stream = 14.077(CFS) Time of concentration = 9.84 min. Rainfall intensity= 4.567(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33:004 13.33 3.829 2 14.077 9.84 4.567 Largest stream flow has longer time of concentration Q = 33.004 + sum of Qb Ia/Ib .14.077* 0.838= 11.801 Qp = 44.805 Page 15 Total of 2 streams to confluence: Flow rates before confluence point: 33.004 14.077 Area of streams before confluence: 10.262 3.764 Results of confluence: Total flow rate = 44.805(CFS) Time of concentration = 13.330 min. Effective stream area after confluence = stonefield1out 14.026(Ac.) + Process from Point/Station 206.000 to Point/Station 207.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.230(Ft.) ' Downstream point/station elevation = 67.160(Ft.) Pipe length = 12.53(Ft.) . Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44:805(CFS) Nearest computed pipe diameter = 36.00(ln.) Calculated individual pipe flow = 44.805(CFS) Normal flow depth in pipe = 26.67(In.) Flow top width inside pipe = 31.55(In.) Critical Depth = 26.18(ln.) Pipe flow velocity = 7.98(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.36 min. 1 ii 1 1 iiiiiiiiiii i++i, Process from Point/Station 207.000 to Point/Station, 207.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.026(Ac.) Runoff from this stream = 44.805(CFS) Time of concentration = 13.36 min. Rainfall intensity = 3.824(In /Hr) Program is now starting with Main Stream No. Process from Point/Station 300.000 to Point/Station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 120.210(Ft.) Top (of initial area) elevation = 483.200(Ft.) Bottom (of initial area) elevation = 482.100(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00915 s(percent)-- 0.92 TC = k(0.390) *[(length ^3) /(elevation change)] 10.2 Initial area time of concentration = 6.773 min. Rainfall intensity = 5.670(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.820 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 Page 16 Ll stonefield2.out . RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 1.534(CFS) Total initial stream area = 0.330(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 = 481.600(Ft.) End of street segment elevation= 479.110(Ft.) Length of street segment = 419.320(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz)•= 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 4.093(CFS) Depth of flow = 0.422(Ft.), Average velocity = 2.086(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.305(Ft.) Flow velocity= 2.09(Ft/s) Travel time = 3.35 min. TC = 10.12 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient= 0.803 . 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.491(In/Hr) fora 100.0 year storm Subarea runoff= 3.972(CFS) for 1.101(Ac.) Total runoff= 5.506(CFS) Total area = 1.431(Ac.) Street flow at end of street = 5.506(CFS) Half street flow at end of street = 5.506(CFS) Depth of flow = 0.457(Ft.), Average velocity= 2.236(Ft/s) Flow width (from curb towards crown)= 15.068(Ft.) Process from Point/Station 302.000 to Point/Station 303.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.550(Ft.) Downstream point /station elevation = 70.400(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 5.506(CFS) Nearest computed pipe diameter = 18.00(ln.) Calculated individual pipe flow = 5.506(CFS) Page 17 1 stonefield1out Normal flow depth in pipe= 11.47(In.) Flow top width inside pipe= 17.31(In.) Critical Depth= 10.86(In.) Pipe flow velocity = 4.63(Ft/s) Travel time through pipe= 0.11 min. ' Time of concentration (TC) = 10.23 min. Process from Point/Station 303.000 to Point/Station 303.000 ' * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.431(Ac.) ' Runoff from this stream = 5.506(CFS) Time of concentration = 10.23 min. Rainfall intensity = 4.464(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ' 1 5.506 10.23 4.464 Largest stream flow has longer time of concentration Qp = 5.506 + sum of ' Qp = 5.506 Total of 1 streams to confluence: Flow rates before confluence point: ' . 5.506 Area of streams before confluence: 1.431 Results of confluence: ' Total flow rate = 5.506(CFS) Time of concentration = 10.229 min. Effective stream area after confluence = 1.431(Ac.) 1 Process from Point/Station 310.000 to Point/Station 311.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 186.260(Ft.) Top (of initial area) elevation = 483.200(Ft.) Bottom (of initial area) elevation = 482.270(Ft.) Difference in elevation = 0.930(Ft.) Slope= 0.00499 s(percent)= 0.50 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.108 min. Rainfall intensity = 4.775(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.763(CFS) Total initial stream area = 0.457(Ac.) Page 18 r-co __ 1 1 1 1 1 stonefield1out Pervious area fraction = 0.500 Process from Point/Station 311.000 to Point/station 312.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation. = 481.770(Ft.) End of street segment elevation= 479.110(Ft.) Length of street segment = 459.440(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I) side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 6.947(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.340(Ft/s) Streetflo�v hydraulics at midpoint of street "travel: Halfstreet flow width = 16.664(Ft.) Flow velocity = 2.34(Ft/s) Travel time = 3.27 min. TC = 12.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.996(In/Hr) fora 100.0 year storm Subarea runoff= 8.530(CFS) for 2.688(Ac.) Total runoff = 10.292(CFS) Total area = 3.145(Ac.) Street flow at end of street = 10.292(CFS) Half street flow at end of street = 10.292(CFS) Depth of flow = 0.546(Ft.), Average velocity = 2.575(Ft/s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 19.506(Ft.) . I i i i Process from Point/Station 312.000 to Point /Station 303.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.430(Ft.) Downstream point/station elevation = 70.400(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 10.292(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.292(CFS) Normal flow depth in pipe = 15.28(ln.) Flow top width inside pipe= 18.70(In.) Critical Depth = 14.34(ln.) Page 19 �1 stonefield2.out Pipe flow. velocity = 5.49(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.40 min. _1!1+1r Process from Point/station 303.000 to Point/station 303.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 . Stream flow area = 3.145(Ac.) Runoff from this stream = 10.292(CFS) Time of concentration = 12.40 min. Rainfall intensity = 3.993(In/Hr) Summary of stream data: Total of 2 streams to confluence ' Flow rates before confluence point: 5.506 10.292 Area of streams before confluence: 1.431 3.145 ' Results of confluence: Total flow rate = 15.217(CFS) Time of concentration= 12.397 min. Effective stream area after confluence = 4.576(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.400(Ft.) Downstream point/station elevation = 69.900(Ft.) Pipe length = 103.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.217(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.217(CFS) Normal flow depth in pipe = 19.03(ln.) Flow top width inside pipe= 19.45(ln.) Critical Depth= 16.88(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 12.70 min. Process from Point/Station 304.000 to Point/station 304.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Page 20 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.506 10.23 4.464 2 10.292 1140 3.993 Largest stream flow has longer time of concentration Qp = 10.292 + sum of Qb Ia/Ib 5.506 * 0.894= 4.925 ' Qp= 15.217 Total of 2 streams to confluence ' Flow rates before confluence point: 5.506 10.292 Area of streams before confluence: 1.431 3.145 ' Results of confluence: Total flow rate = 15.217(CFS) Time of concentration= 12.397 min. Effective stream area after confluence = 4.576(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.400(Ft.) Downstream point/station elevation = 69.900(Ft.) Pipe length = 103.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.217(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.217(CFS) Normal flow depth in pipe = 19.03(ln.) Flow top width inside pipe= 19.45(ln.) Critical Depth= 16.88(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 12.70 min. Process from Point/Station 304.000 to Point/station 304.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Page 20 stonefield2.out Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.576(Ac.) Runoff from this stream = 15.217(CFS) Time of concentration = 12.70 min. Rainfall intensity = 3.937(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.217 12.70 3.937 Largest stream flow has longer time- of concentration Qp= 15.217 +sum of Qp = 15.217 Total of I streams to confluence: Flow rates before confluence point: 15.217 Area of streams before confluence: 4.576 Results of confluence: Total flow rate = 15.217(CFS) Time of concentration = 12.701 min. Effective stream area after confluence = 4.576(Ac.) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station 410.000 to Point/Station 411.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 64.660(Ft.) Top (of initial area) elevation = 481.250(Ft.) Bottom (of initial area) elevation = 480.220(Ft.) Difference in elevation = . 1.030(Ft.) Slope = 0.01593 s(percent)= 1.59 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 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) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.354(CFS) Total initial stream area = 0.063(Ac.) Pervious area fraction = 0.500 +++++ ++++++++ice- F+++ ++++ +++ ++i+ ;+++ Process from Point/Station 411.000 to Point/Station 412.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.220(Ft.) End of street segment elevation = 478.630(Ft.) Length of street segment = 332.990(Ft.) Page 21 Ll stondfield1out Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 55.000(Ft.) Distance from crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 11.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) .Manning'sN 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 = 0.525(CFS) Depth of flow = 0.237(Ft.), Average velocity = 1.549(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 2.901(Ft.) Flow velocity = 1.55(Ft/s) Travel time = 3.58 min. TC = 8.58 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = '0.500 Rainfall intensity = 4.943(In/Hr) fora 100.0 year storm Subarea'runoff= 3:877(CFS) for 0.968(Ac.) Total runoff= 4.231(CPS) Total area = 1.031(Ac.) Street flow at end of street = 4.231(CFS) `Half street flow at end of street = 4.231(CFS) Depth of flow = 0.535(Ft.), Average velocity= 2.345(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.75(Ft.) Flow width (from curb towards crown)= 6.723(Ft.) - + H-F+ +' T1 1 11 1 r 1 11 i r +++++ Process from Point/Station 412.000 to Point/Station 304.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = . 71.190(Ft.) Downstream point/station elevation= 69.900(Ft.) Pipe length = 258.50(Ft.) Manning's N = 0:013 No. of pipes = 1 Required pipe flow = . 4.231(CFS) Nearest computed pipe diameter = 15.00(ln.) Calculated individual pipe flow = 4.231(CFS) Normal flow depth in pipe= 11.41(In.) Flow top width inside pipe = 12.80(In.) Critical Depth= 10.00(In.) Pipe flow velocity = 4.22(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 9.60 min. Process from Point/Station ' 304.000 to Point /Station 304.000 * * ** CONFLUENCE'OF MINOR STREAMS * * ** Page 22 stonefield1out Along Main Stream number: 2 in normal stream number 2 ' Stream flow area = 1.031(Ac.) Runoff from this stream = 4.231(CFS) Time of concentration = 9.60 min. Rainfall intensity = 4.631(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) t Process from Point/Station 305.000 to Point/station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** 1 15.217 12.70 3.937 2 4.231 9.60 4.631 ' Largest stream flow has longer time of concentration ' Qp = . 15.217 + sum of Qb la/lb ' 4.231 * 0.850 = 3.597 ' Qp = , 18.814 - Total of 2 streams to confluence: Flow rates before confluence point: 15.217 4.231 Area of streams before confluence: 4.576 1.031 Results of confluence: Total flow rate = 18.814(CFS) ' Time of concentration = 12.701 thin. Effective stream area after confluence = 5.607(A•c.) Process from Point/Station 304.000 to Point/station 305.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 69.900(Ft.) Downstream point/station elevation = 69.750(Ft.) Pipe length =. 25.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 18.814(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 18.814(CFS) Normal flow depth in pipe= 18.00(In.) Flow top width inside pipe = 25.46(ln.) ' Critical Depth = 18.20(In.) Pipe flow velocity = 6.68(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.76 min. t Process from Point/Station 305.000 to Point/station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: I ' Stream flow area = 5.607(Ac.) Runoff from this stream = 18.814(CFS) Time of concentration = 12.76 min. ' Rainfall intensity= 3.926(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page 23 stonefield2.out Effective stream area after confluence = 5.607(Ac.) ' No. (CFS) (min) (In/Hr) ' * * ** INITIAL AREA EVALUATION * * ** 1 18.814 12.76 3.926 Largest stream flow has longer time of concentration Qp= 18.814 +sumof Qp= 18.814 Total of 1 main streams to confluence: Flow rates before confluence point: ' 18.814 Area of streams before confluence: 5.607 ' Runoff Coefficient= 0.817 Results of confluence: Total flow rate = 18.814(CFS) ' Time of concentration = 12.764 min. Effective stream area after confluence = 5.607(Ac.) ' Process from Point/Station 320.000 to Point/Station 321.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 481.300(Ft.) Bottom (of initial area) elevation = 480.520(Ft.) Difference in elevation = 0.780(Ft.) Slope = 0.00650 s(percent)= 0.65 TC = k(0.390) *[(1ength ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.247 min. Rainfall intensity = 5.452(In/Hr) fora l 00.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient= 0.817 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.078(CFS) ' Total initial stream area = 0.242(Ac.) Pervious area fraction = 0.500 Process from Point/Station 321.000 to Point/Station 322.000 * * ** STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 480.020(Ft.) End of street segment elevation = 478.940(Ft.) Length of street segment = 233.850(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 = 17.500(Ft.) Slope from gutter to grade break (v /hz) = 0.078 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 = 0.000(Ft.) ' Slope from curb to property line (v/hz) = 0.000 Page 24 1 n w n 1 1 1 stonefield2.out 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 = 3.642(CFS) Depth of flow = 0.423(Ft.), Average velocity= 1.843(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.356(Ft.) Flow velocity = 1.84(Ft/s) Travel time = 2.11 min. TC =' 9.36 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.700(In/Hr) fora 100.0 year storm Subarea runoff= 4.363(CFS) for 1.151(Ac.) Total runoff= 5.441(CFS) Total area = 1.393(Ac.) Street flow at end of street = 5.441(CFS) Half street flow at end of street = 5.441(CFS) Depth of flow = 0.472(Ft.), Average velocity = 2.026(Ft/s) Flow width (from curb towards crown)= 15.793(Ft.) Process from Point/Station 322.000 to Point/Station 323.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.240(Ft.) Downstream point/station elevation = 71.180(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.441(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.441(CFS) Normal flow depth in pipe= 11.44(ln.) Flow top width inside pipe= 17.33(In.) Critical Depth = 10.79(ln.) Pipe flow velocity = 4.59(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.40 min. Process from Point/Station 323.000 to Point/Station 323.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.393(Ac.) Runoff from this stream = 5.441(CFS) Time of concentration = 9.40 min. Rainfall intensity= 4.687(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 25 stonefield2.out ' 1 5.441 9.40 4.687 Largest stream flow has longer time of concentration Qp = 5.441 + sum of Qp = 5.441 ll I Total of 1 streams to confluence: Flow rates before confluence point: 5.441 Area of streams before confluence: 1.393 Results of confluence: Total flow rate = 5.441(CFS) Time of concentration = 9.405 min. Effective stream area after confluence = 1.393(Ac.) Process from Point/Station 330.000 to Point/Station 331.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 119.530(Ft.) Top (of initial area) elevation = 482.900(Ft.) Bottom (of initial area) elevation = 482.000(Ft.) Difference in elevation = 0.900(Ft.) Slope = ' 0.00753 s(percent)= 0.75 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.026 min. Rainfall intensity = 5.551(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.290(CFS) Total initial stream area = 0.284(Ac.) Pervious area fraction = 0.500 Process from Point/Station 331.000 to Point/Station 332.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.500(Ft.) End of street segment elevation = 478.940(Ft.) Length of street segment = 453.060(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 Page 26 IJ 1 1 F1 . I L� stonefield2.out Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.970(CFS) Depth of flow = 0.491(Ft.), Average velocity= 2.320(Ftls) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.769(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 3.25 min. TC = 10.28 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.451(In/Hr) fora 100.0 year storm Subarea runoff = 8.934(CFS) for 2.501(Ac.) Total runoff = 10.224(CFS) Total area = 2.785(Ac.) Street flow at end of street = 10.224(CFS) Half street flow at end of street = 10.224(CFS) Depth of flow = 0.547(Ft.), Average velocity= 2.547(Ft/s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 19.549(Ft.) Process from Point/Station 332.000 to Point/Station 323.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71300(Ft.) Downstream point/station elevation = 71.180(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 10.224(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.224(CFS) Normal flow depth in pipe = 15.47(In.) Flow top width inside pipe = 18.50(In.) Critical Depth = 14.29(In.) Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 0:07 min. Time of concentration (TC) = 10.35 min. Process from Point/Station 323.000 to Point/Station 323.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.785(Ac.) Runoff from this stream = 10.224(CFS) Time of concentration = 10.35 min. Rainfall intensity= 4.433(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (]n /Hr) 1 5.441 9.40 4.687 2 10.224 10.35 4.433 Page 27 ' iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii+, Process from Point/Station 323.000 to Point/Station 305.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 71.180(Ft.) Downstream point/station elevation= 69.750(Ft.) Pipe length — 286.02(Ft.) Manning 's N = 0.013 No. of pipes = 1 Required pipe flow= 15.371(CFS) Nearest computed pipe diameter = 24.00(ln.) Calculated individual pipe flow = 15.371(CFS) Normal flow depth in pipe = 18.89(ln.) Flow top width inside pipe= 19.65(Im) ' Critical Depth = 16.97(In.) Pipe flow velocity = 5.80(Ft/s) Travel time through pipe= 0.82 min. Time of concentration (TC) = 11.17 min. Process from Point/Station 305.000 to Point/Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.178(Ac.) Runoff from this stream = 15.371(CFS) Time of concentration= 11.17 min. Rainfall intensity = 4.241(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.814 12.76 3.926 2 15.371 11.17 4.241 Largest stream flow has longer time of concentration Qp= 18.814 +sum of Qb Ia/Ib 15.371 * 0.926 = 14.230 Qp = 33.044 Total of 2 main streams to confluence: Flow rates before confluence point: Page 28 stonefield1out: Largest stream flow has longer time of concentration Qp = 10.224 + sum of Qb la/lb 5:441 * 0.946 = 5.147 Qp = 15.371 ' T Total of 2 streams to confluence: Flow rates before confluence point: 5.441 10.224 Area of streams before confluence: 1.393 2.785 Results of confluence: Total flow rate = 15.371(CFS) Time of concentration = 10.351 min. Effective stream area after confluence = 4.178(Ac.) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii+, Process from Point/Station 323.000 to Point/Station 305.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 71.180(Ft.) Downstream point/station elevation= 69.750(Ft.) Pipe length — 286.02(Ft.) Manning 's N = 0.013 No. of pipes = 1 Required pipe flow= 15.371(CFS) Nearest computed pipe diameter = 24.00(ln.) Calculated individual pipe flow = 15.371(CFS) Normal flow depth in pipe = 18.89(ln.) Flow top width inside pipe= 19.65(Im) ' Critical Depth = 16.97(In.) Pipe flow velocity = 5.80(Ft/s) Travel time through pipe= 0.82 min. Time of concentration (TC) = 11.17 min. Process from Point/Station 305.000 to Point/Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.178(Ac.) Runoff from this stream = 15.371(CFS) Time of concentration= 11.17 min. Rainfall intensity = 4.241(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.814 12.76 3.926 2 15.371 11.17 4.241 Largest stream flow has longer time of concentration Qp= 18.814 +sum of Qb Ia/Ib 15.371 * 0.926 = 14.230 Qp = 33.044 Total of 2 main streams to confluence: Flow rates before confluence point: Page 28 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.178(Ac.) Runoff from this stream = 15.371(CFS) Time of concentration= 11.17 min. Rainfall intensity = 4.241(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.814 12.76 3.926 2 15.371 11.17 4.241 Largest stream flow has longer time of concentration Qp= 18.814 +sum of Qb Ia/Ib 15.371 * 0.926 = 14.230 Qp = 33.044 Total of 2 main streams to confluence: Flow rates before confluence point: Page 28 stonefield2.out 18.8.14 15.371 Area of streams before confluence: 5.607 4.178 Results of confluence: Total flow rate = 33.044(CFS) Time of concentration = 12.764 min. Effective stream area after confluence = 9.785(Ac.) Process from Point/Station 305.000 to Point/station 207.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 69.750(Ft.) Downstream point/station elevation= 67.160(Ft.) Pipe length = 518.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 33.044(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 33.044(CFS) Normal flow depth in. pipe = 24.14(In.) Flow top width. inside pipe= 29.25(In.) Critical Depth = 22.97(In.) Pipe flow velocity = 7.10(Ft/s) Travel time through pipe = 1.22 min. Time of concentration (TC) = 13.98 min. Process from Point/Station 207.000 to Point/station 207.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 'Stream flow area = 9.785(Ac.) Runoff from this stream = 33.044(CFS) Time of concentration = 13.98 min. Rainfall intensity = 3.724(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) . (In/Hr) 1 44.805 13.36 3.824 2 33.044 13.98 3.724 Largest stream flow has longer time of concentration Qp = 44.805+ sum of Qb Iallb 33.044* 0.956= 31.579 Qp = 76.3$4 Total of 2 main streams to confluence: Flow rates before confluence point: 44.805 33.044 Area of streams before confluence: 14.026 9.785 Results of confluence: Page 29 Total flow rate = 76.384(CF8) ' Time of concentration = 13.360 min. Effective. stream area after confluence = r� I .. stonefield1out 23.811(Ac.) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiii:iiiiiiiiiiiiiiiiii+++iiiiiiiiiiiiiiiii Process from Point /Station 207.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 67.160(Ft.) Downstream point /station elevation = 67.040(Ft.) Pipe length = 24.72(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 76.384(CFS) Nearest computed pipe diameter = . 48.00(In.) Calculated individual pipe flow = 76.384(CFS) Normal flow depth in pipe = 31.44(In.) Flow top width inside pipe = 45.48(ln.) Critical Depth = 31.80(ln.) Pipe flow velocity = 8.77(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.41 min. Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.811 (Ac.) Runoff from this stream = 76.384(CFS) Time of concentration = 13.41 min. Rainfall intensity = 1716(In/Hr) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station 400.000 to Point/Station 401.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 55.660(Ft.) Top (of initial area) elevation = 482.930(Ft.) Bottom (of initial area) elevation = 482.190(Ft.) Difference in elevation = 0.740(Ft.) Slope= 0.01330 s(percent)= 1.33 TC = k(0.390) *[(length" 3) /(elevation change)] ^0.2 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(hi/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient= 0.831 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.303(CFS) Total initial stream area = 0.054(Ac.) Pervious area fraction = 0.500 Page 30 0 P2 11� i stonefield2.out. +++ +++;T+++ +++++++ ++ Process from Point /Station 401.000 to Point/Station 402.000 ****STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.190(Ft.) End of street segment elevation = 477.760(Ft.) Length of street segment = 1146.390(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 47.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I] side(s) of the street Distance from curb to property line = 20.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from Bowline = 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 = 0.247(Ft.), Average velocity = 1.434(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.034(F[.) Flow velocity= 1.43(Ft/s) Travel time = 13.33 min. TC = 18.33 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity= 3.183(In/Hr) fora 100.0 year storm Subarea runoff = 3.686(CFS) for 1.495(Ac.) Total runoff= 3.989(CFS) Total area = 1.549(Ac.) Street flow at end of street = 3.989(CFS) Half street flow at end of street = 3.989(CFS) Depth of flow = 0.548(Ft.), Average velocity = 2.074(Ft/s) Waming: depth of flow exceeds top of curb Distance that curb overflow reaches into property= 2.42(Ft.) Flow width (from curb towards crown)= 6.894(Ft.) Process from Point/Station 402.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 67.690(Ft.) Downstream point/station elevation = 67.040(Ft.) Pipe length = 129.79(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 3.989(CFS) Nearest computed pipe diameter = 15.00(In.) . Calculated individual pipe flow = 3.989(CFS) Normal flow depth in pipe= 10.85(ln.) Flow top width inside pipe = 13.42(ln.) Critical Depth = 9.69(In.) Pipe flow velocity = 4.20(Ft/s) Travel time through pipe= 0.52 min. Page 31 ' Process from Point/Station 208.000 to Point/Station 209.000 stonefield2.out Time of concentration (TC) = 18.84 min. ' Downstream point/station elevation = 67.000(Ft.) I Pipe length = 8.75(Ft.) Manning's N = 0.013. Process from Point/Station 208:000 to Point/Station 208.000 ' * * ** CONFLUENCE OF MINOR STREAMS * * ** Calculated individual pipe flow = 53.861(CFS) Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.549(Ac.) Critical Depth = 28.12(In.) Runoff from this stream = 3.989(CFS) Pipe flow velocity = 7.67(Ft/s) Time of concentration= 18.84 min. . - Time of concentration (TC) = 14.05 min. Rainfall intensity= ' 3.132(ln/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity Process from Point/Stadon 209.000 to Point/Station 209.000 CONFLUENCE OF MINOR STREAMS * * ** No- (CFS) (min) (In/Hr) Along Main Stream number: 1 in normal stream number 1 1 50.890 14.03 3.716 Stream flow area = 16.941 (Ac.) Page 32 2 3.989 18.84 3.132 Largest stream flow has longer or shorter time of concentration Qp = 50.890 + sum of ' Qa Tb/Ta 3.989 * 0.745 = 2.971 Qp = 53.861 ' Total of 2 streams to confluence: Flow rates before confluence point: 50.890 3.989 Area of streams before confluence: 15.392 1.549 Results of confluence: Total flow rate = 53.861(CFS) Time of concentration = 14.034 min. Effective stream area after confluence = 16.941 (Ac.) ' Process from Point/Station 208.000 to Point/Station 209.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.040(Ft.) ' Downstream point/station elevation = 67.000(Ft.) I Pipe length = 8.75(Ft.) Manning's N = 0.013. No. of pipes = 1 Required pipe flow = 53.861(CFS) Nearest computed pipe diameter = 39.00(ln.) Calculated individual pipe flow = 53.861(CFS) Normal flow depth in pipe = 30.80(In.) Flow top width inside pipe = 31.79(In.) Critical Depth = 28.12(In.) Pipe flow velocity = 7.67(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 14.05 min. rTT +;+ r; ++++;++++ r++ + +++ +++++F+++++ Process from Point/Stadon 209.000 to Point/Station 209.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 16.941 (Ac.) Page 32 stonefield2.out Runoff from this stream = 53.961(CFS) ' Time of concentration= 14.05 min. Rainfall intensity = 3.713(In /Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 53.861 14.05 3.713 Largest stream flow has longer time of concentration Qp = 53.861 + sum of Qp = 53.861 Total of l streams to confluence: Flow rates before confluence point: 53.861 Area of streams before confluence: 16.941 Results of confluence: Total flow rate = 53.861(CFS) Time of concentration = 14.053 min. Effective stream area after confluence = 16.941 (Ac.) Process from Point/Station 420.000 to Point/Station 421.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 64.660(Ft.) Top (of initial area) elevation = 481.330(Ft.) Bottom (of initial area) elevation = 479.940(FQ Difference in elevation = 1390(Ft.) Slope = 0.02150 s(percent)= 2.15 TC = k(0390) *[(length ^3) /(elevation change)] ^0.2 Waming: 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 = 0.831 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0354(CFS) Total initial stream area = 0.063(Ac.) Pervious area fraction = 0.500 Process from Point/Station 421.000 to Point/Station 422.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 479.940(Ft.) End of street segment elevation = 478.180(Ft.) Length of street segment = 419.800(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 55.000(Ft.) Page 33 1 I� stonefield1out Distance from crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v /hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1} sides) of the street Distance from curb to property line = 11.500(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 = 0.447(CFS) Depth of flow = 0.229(Ft.), Average velocity = 1.418(Ft/s) Streetflow hydraulics at midpoint of street travel:. Halfstreet flow width = 2.796(Ft.) Flow velocity = 1.42(Ft /s) Travel time = 4.93 min. TC = 9.93 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.541(In/Hr) fora 100.0 year storm Subarea runoff= 1.93 1 (CFS) for 0.529(Ac.) Total runoff= 2.285(CFS) Total area 0.592(Ac.) Street flow at end of'street = 2.285(CFS) Half street flow at end of street = 2.285(CFS) Depth of flow = 0.419(Ft.), Average velocity= 2.121(Ft/s) Flow width (from curb towards crown)= 5.230(Ft.) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiioiiiiiiiiiiiii! Process from Point/Station 422.000 to Point/Station 422.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.592(Ac.) Runoff from this stream = 2.285(CFS) Time of concentration = 9.93 min. Rainfall intensity = 4.541(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.285 9.93 4.541 Largest stream flow has longer time of concentration Qp = 2.285 + sum of Qp = 2.285 Total of 1 streams to confluence: Flow rates before confluence point: 2.285 Area of streams before confluence: 0.592 Results of confluence: Page 34 ' STONEFIELD2 -10- NEW- 7 -15 -05 Estima d mean flow rate at midpoint of street '= 0.269(CFS) Depth o w = 0.189(Ft.), Average velocity = 1.253(Ft/s) Streetflow h raulics at midpoint of street travel: ' Halfstreet flow 'dth = 2.286(Ft.) Flow velocity= 5(Ft/s) Travel time = 5.58 n. TC = 10.58 min. Adding area flow to str r ' SINGLE FAMILY (1/4 Ac Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A = 000 Decimal fraction soil group B = 0.0 Decimal fraction soil group C = 0.0 Decimal fraction soil group D = .000 RI index for soil(AMC . = 2.00 Pervious area fraction = 00; Impervious fra 'on= 0.500 Rainfall intensity = .736(In/Hr) fora 10.0 y storm Subarea runoff = 1.100(CFS) for 0.529(Ac.) Total runoff= 1.313(CFS) Total area 0.592 c.) Street flow end of street = 1.313(CFS) Half str flow at end of street = 1.313(CFS) De of flow = 0.341(Ft.), Average velocity= 1.849(Ftls) w width (from curb towards crown)-- 4.235(Ft.) Process from Point/Station 422.000 to Point/Station 422.000 ' •••* CONFLUENCE OF MINOR STREAMS •'•• Along, ain Stream number: 1 in normal stream number 1 Str eam w area= 0.592(Ac.) ' Runoff fro this stream = 1.313(CFS) Time of con ation = 10.58 min. Rainfall intensi — 2.736(In/Hr) Summary of stream ta: ' Stream Flow rate T Rainfall Intens' No. (CFS) (min) (In/Hr) t1 1.313 10.58 2.7 Largest stream flow has longer ' e of c centration ' Qp= 1.313 +sum of Qp = 1.313 Total of 1 streams confluence: ' Flow rates befor confluence point: 1.313 Area of s ams before confluence: 0. 2 ' Res is of confluence: T tal flow rate = 1.313(CFS) Time of concentration = 10.582 min. Effective stream area after confluence = 0.592(Ac.) n Process from Point/Station 500.000 to Point/Station 501.000 INITIAL AREA EVALUATION Initial area flow distance = 104.830(Ft.) To (of initial area) elevation = 481.250(Ft.) Q -l`A Page 34 a STONEFIELD2 -100- NEW- 7- 15 -05. out Total flow rate = 2.285(CFS) Time of concentration= 9.933 min. Effective stream area after confluence = 0.592(Ac.) Process from Point/Station 500.000 to Point/Station 501.000 '••• INITIAL AREA EVALUATION ••'• Initial area flow. distance = 104.830(Ft.) . Top (of initial area) elevation = 481.250(Ft:) ; Bottom (of initial area) elevation = 480.050(Ft.) Difference in elevation = 1.200(Ft.) Slope= 0.01145 s(percent)= 1.14 TC = k(0.390) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 6.131 min. (� + Rainfall .intensity = 6.007.Qn/Hr) for a 100.0 year storm u i SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient= 0.823 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal ffaction soil group C = 0.000 - Decimal fraction soil group D = 0.000 _ RI,index for soil(AMC 3) 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.5.00 Initial subarea runoff = 0.643(CFS) , Total initial stream.area 0.130(Ac.) Pervious area fraction = 0.500 Process from Point/Station 501.000 to Point/Station 501.0.00 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: I in normal stream number 1 Stream flow area = 0.130(Ac.) Runoff from this stream = 0.643(CFS) Time of concentration = 6.13 min. Rainfall intensity = 6.007(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No.. (CFS) (min) (In/Hr) 1 0.643 6.- 13 6.007 Largest stream flow has longer time of concentration Qp = 0.643 + sum of Qp = 0.643 Total of 1 streams to confluence: Flow rates before confluence point: 0.643 Area of streams before confluence: 0.130 Results of confluence: Total flow rate = 0.643(CFS) Time of concentration = 6.131 min. Effective stream area after corifluence = 0.130(Ac.) End of computations, total study area = 26.08 (Ac.) The following figures may Page 35 RATIONAL METHOD CALCULATIONS � 10 YEAR 1 i t I � I ` I STONEFIELD 1- l0.out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/24/04 File: STONEFIELD Lout * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1918 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition= 3 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 = 161.730(Ft.) Top (of initial area) elevation = 484.300(Ft.) Bottom (of initial area) elevation= 483.710(Ft.) Difference in elevation = 0.590(Ft.) Slope = 0.00365 s(percent)= 0.36 TC = k(0. 390) *[(length ^3) /(elevation change)] ^0.2. Initial area time of concentration = 9.166 min. Rainfall intensity= 2.974(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.672(CFS) Total initial stream area = 0.294(Ac.) Pervious area fraction = 0.500 Page 1 f ' STONEFIELD 1- l 0. out Process from Point/Station 101.000 to Point/Station 102.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 483.210(Ft.) ' End of street segment elevation = 480.170(Ft.) - ' Length of street segment = 586.460(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 = 17.500(Ft.) ' Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 t 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 = 3.863(CFS) Depth of flow = 0.423(Ft.), Average velocity = 1.954(Ft/s) • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 13.362(Ft.) Flow velocity = 1.95(Ft/s) Travel time = 5.00 min. TC = 14.17 min. Adding area flow to street ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.310(In/Hr) fora 10.0 year storm Subarea runoff = 4.798(CFS) for 2.794(Ac.) Total runoff= 5.470(CFS) Total area = 3.088(Ac.) Street flow at end of street = 5.470(CFS) Half street flow at end of street = 5.470(CFS) Depth of flow = 0.465(Ft.), Average velocity= 2.120(Ft/s) Flow width (from curb towards crown)= 15.456(Ft.) 1 ' Page 2 Process from Point/Station 102.000 to Point/Station 103.000 4 * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 75.820(Ft.). Downstream point/station elevation = 75.670(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 5.470(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.470(CFS) Normal flow depth in pipe= 11.41(In.) Flow top width inside pipe = 17.34(In.) Critical Depth = 10.81(In.) Pipe flow velocity = 4.63(Ft/s) Travel time through pipe= 0.11 min. ' Time of concentration (TC) = 14.28 min. ' Page 2 1. - 1 STONEFIELD I - l 0.out Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.088(Ac.) Runoff from this stream = 5.470(CFS) Time of concentration = 14.28 min. Rainfall intensity = 2.300(In/Hr) Summary of stream data: Stream Flow rate ' TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.470 14.28 2.300 Largest stream flow has longer time of concentration Qp = 5.470 + sum of Qp = 5.470 Total of I streams to confluence: Flow rates before confluence point: 5.470 Area of streams before confluence: 3.088 Results of confluence: Total flow rate = 5.470(CFS) Time of concentration = 14.276 min. Effective stream area after confluence = 3.088(Ac.) Process from Point/Station 110.000 to Point/Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 175.270(Ft.) Top (of initial area) elevation = 484.300(Ft.) Bottom (of initial area) elevation= 483.710(Ft.) Difference in elevation = 0.590(Ft.) Slope = 0.00337 s(percent)= 0.34 TC = k(0.390) *[(1ength ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.619 min. Rainfall intensity = 2.891(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.584(CFS) Total initial stream area = 0.264(Ac.) Pervious area fraction = 0.500 Process from Point/Station 111.000 to Point/Station 112.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 483.210(Ft.) Page 3 A a a 1 n STONEFIELD 1- 1.0.out End of street segment elevation = 480.170(Ft.) Length of street segment = 594.880(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 3.461(CFS) Depth of flow = 0.411(Ft.), Average velocity= 1.894(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 12.788(Ft.) Flow velocity = 1.89(Ft/s) Travel time = 5.23 min. TC = 14.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.247(In/Hr) fora 10.0 year storm Subarea runoff= 4.327(CFS) for 2.599(Ac.) Total runoff = 4.911(CFS) Total area = 2.863(Ac.) Street flow at end of street = 4.911(CFS) Half street flow at end of street = 4.911(CFS) Depth of flow = 0,452(Ft.), Average velocity= 2.055(Ftls) Flow width (from curb towards crown)= 14.825(Ft.) Process from Point/Station 112.000 to Point/Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation= 75.700(Ft.) Downstream point/station elevation = 75.670(Ft.) Pipe length = 5.50(Ft.) Manning's N=0.013 No. of pipes = 1 Required pipe flow= 4.911(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.911(CFS) Normal flow depth in pipe = 10.39(ln.) Flow top width inside pipe = 17.78(In.) Critical Depth = 10.22(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 14.87 min. Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Page 4 STONEFIELD I - 10.out Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.863(Ac.) Runoff from this stream = 4.911 (CFS) Time of concentration = 14.87 min. Rainfall intensity = 2.246(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.470 14.28 2.300 2 4.911 ' 14.87 2.246 Largest stream flow has longer or shorter time of concentration Qp = 5.470 + sum of Qa Tb/Ta 4.911 * 0.960 = 4.714 Qp= . 10.184 Total of 2 streams to confluence: Flow rates before confluence point: 5.470 4.911 Area of streams before confluence: 3.088 2.863 Results of confluence: Total flow rate = 10.184(CFS) Time of concentration = 14.276 min. Effective stream area after confluence = 5.951(Ac.) Process from Point/Station 103.000 to Point/Station 104.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 75.670(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 326.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.184(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.184(CFS) Normal flow depth in pipe = 15.70(In.) Flow top width inside pipe = 18.24(In.) Critical Depth = 14.26(In.) Pipe flow velocity = 5.27(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 15.31 min. Process from Point/Station 104.000 to Point/Station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.951(Ac.) Runoff from this stream = 10.184(CFS) Time of concentration = 15.31 min. Rainfall intensity = 2.208(hi/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 5 STONEFIELD 1- 10.out ' 1 10.184 15.31 2.208 Largest stream flow has longer time of concentration Qp = 10.184 + sum of Qp= 10.184 ' Height of curb above gutter flowline = 6.0(In.) Total of 1 streams to confluence: Flow rates before confluence point: 10.184 . Area of streams before confluence: ' 5.951 Results of confluence: ' Total flow rate = 10.184(CFS) Time of concentration = 15.307 min. Effective stream area after confluence = 5.951(Ac.) ' Gutter width = 2.000(Ft.) ' Gutter hike from flowline = 2.000(In.) Process from Point/Station 120.000 to Point/Station 121.000 ' * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 156.650(Ft.) Top (of initial area) elevation= 483.100(Ft.) Bottom (of initial area) elevation = 482.070(Ft.) ' Difference in elevation = 1.030(Ft.) Slope = 0.00658 s(percent)-- 0.66 *[(length ^3) TC = k(0.390) /(elevation change)]^0.2 Initial area time of concentration = 8.044 min. Rainfall intensity = 3.207(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) A-3 Runoff Coefficient = 0.775 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 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.671(CFS) Total initial stream area = 0.270(Ac.) Pervious area fraction = 0.500 ' Process from Point/Station 121.000 to Point/Station 122.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.570(Ft ) End of street segment elevation= 479.100(Ft.) Length of street segment = 358.990(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 ' 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 = 0.000(Ft.) Slope from curb to property line (vlhz) = 0.000 ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 ' Page 6 ' STONEFIELDI - l0.out 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 = - 2.128(CFS) Depth of flow = 0.348(Ft.), Average velocity = 1:908(Ft/s) ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 9.610(Ft.) ' Flow velocity = 1.91(Ft/s) ' Travel time = 3.14 min. TC = 11.18 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.757 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity= 2.650(In/Hr) fora 10.0 year storm ' Subarea runoff = 2.352(CFS) for 1.172(Ac.) Total runoff = 3.023(CFS) Total area= 1.442(Ac.) Street flow at end of street = 3.023(CFS) Half street flow at end of street = 3.023(CFS) ' Depth of flow = 0.382(Ft.), Average velocity= 2.061(Ft/s) Flow width (from curb towards crown)-- 11.293(Ft.) Process from Point/Station 122.000 to Point/Station 104.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 74.070(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.023(CFS) ' Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.023(CFS) Normal flow depth in pipe = 8.14(In.) ' Flow top width inside pipe = 14.94(In.) Critical Depth = 8.39(In.) Pipe flow velocity = 4.44(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.20.min. ' Process from Point/Station 104.000 to Point/Station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.442(Ac.) Runoff from this stream = 3.023(CFS) Time of concentration= 11.20 min. Rainfall intensity = 2.648(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 10,184 15.31 2.208 2 3.023 11.20 2.648 ' Page 7 ' STONEFIELD I - l 0.out Largest stream flow has longer time of concentration' Qp = 10.184 + sum of Qb Ia/Ib 3.023 * 0.834 = 2.522 Qp = 12.706 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Total of 2 streams to confluence: Flow rates before confluence point: ' 10.184 3.023 ' Area of streams before confluence: ' 5.951 1.442 Results of confluence: Total flow rate = 12.706(CFS) ' Time of concentration= 15.307 min. ' Effective stream area after confluence = 7.393(Ac.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Process from Point/Station 130.000 to Point/Station 131.000 * * ** INITIAL AREA EVALUATION Initial area flow distance = 120.000(Ft.) ' Top (of initial area) elevation= 482.100(Ft.) ' Bottom (of initial area) elevation = 481.330(Ft.) Difference in elevation = 0.770(Ft.) Slope= 0.00642 s(percent)= 0.64 TC = k (0.390) *[(length" 3) /(elevation change)] ^0.2 Initial area time of concentration = 7.266 min. ' Rainfall intensity = 3.402(ln/Hr) for a 10.0 year storm n SINGLE FAMILY (1/4 Acre Lot) It ' Runoff Coefficient = 0.780 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Initial subarea runoff= 0.701(CFS) Total initial stream area = 0.264(Ac.) Pervious area fraction = 0.500 ' Process from Point/Station 131.000 to Point/Station 132.000 . * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 480.830(Ft.) End of street segment elevation= 479.100(Ft.) Length of street-segment = 190.490(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 = 17:500(Ft.) Slope from gutier to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 ' Street flow is on [I] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 Page 8 ' STONEFIELD I - l 0.out Manning', N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.603 (CFS) ' Depth of flow = 0.31 l (Ft.), Average velocity= 2.012(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 7.776(Ft.) ' Flow velocity = 2.01(Ft/s) ' Travel time = 1.58 min. TC = 8.84 min. ' Adding area flow to street SINGLE FAMILY ( 1 A Acre Lot) Runoff Coefficient = 0.770 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.036(In/ 4r) for a 10.0 year storm Subarea runoff= 1.588(CFS) for 0.679(Ac.) ' Total runoff= 2.289(CFS) Total area = 0.943(Ac.) Street flow at end of street = 2.289(CFS) Half street flow at end of street = 2.289(CFS) Depth of flow = 0.342(Ft.), Average velocity = 2.162(Ft/s) ' Flow width (from curb towards crown)-- 9.310(Ft.) ' Process from Point/station 132.000 to Point/station 104.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) # * ** ' Upstream point/station elevation = 74.190(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length =. 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.289(CFS) ' Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.289(CFS) Normal flow depth in pipe= 9.04(In.) Flow top width inside pipe = 10.35(In.) ' Critical Depth = 7.77(In.) Pipe flow velocity = 3.61(Ft/s) Travel time through pipe = 0.14 min. ' Time of concentration (TC) = 8.98 min. _J 1 Process from Point/station 104.000 to Point/station 104.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.943(Ac.) ' Runoff from this stream= 2.289(CFS) Time of concentration = 8.98 min. Rainfall intensity= 3.008(In /Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) . (min) (In/Hr) ' 1 10.184 '15.31 2.208 2 3.023. 11.20 2.648 3 2.289 8.98 3.008 Page 9 1 ' STONEFIELD I - l 0.out Largest stream flow has longer time of concentration Qp = 10.184 + sum of 1 Qb Ia/Ib 3.023 * . 0.834 = 2.522 Qb Ia/Ib 2.289 * 0.734 = 1.680 ' Qp = 14.386 Total of 3 streams to confluence: Flow rates before confluence point: 10.184 3.023 2.289 Area of streams before confluence: 5.951 1.442 0.943 ' Results of confluence: Total flow rate = 14.386(CFS) Time of concentration = 15.307 min. Effective stream area after confluence = 8.336(Ac.) 'Process from Point/Station 104.000 to Point/Station 105.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 74.040(Ft.) Downstream point/station elevation = 72.830(Ft.) Pipe length = 242.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.386(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 14.386(CFS) '. Normal flow depth in pipe= 17.81(In.) Flow top width inside pipe= 21.00(ln.) , Critical Depth = 16.41(In.) Pipe flow velocity = 5.75(Ft/s) ' Travel time through pipe = 0.70 min. Time of concentration (TC) = 16.01 min. ' Process from Point/Station 105.000 to Point/Station 105.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.336(Ac.) Runoff from this stream = 14.386(CFS) . Time of concentration = 16.01 min. Rainfall intensity = 2.152(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.386 16.01 2.152 Largest stream flow has longer time of concentration ' Qp = 14.386 + sum of Qp = 14.386 Total of 1 streams to confluence: Flow rates before confluence point: 14.386 Area of streams before confluence: Page 10 1 1 1 P 1 1 STONEFIELD I - l 0.out 8.336 Results of confluence: Total flow rate = 14.386(CFS) Time of concentration= 16.010 min. Effective stream area after confluence = 8.336(Ac.) Process from Point/Station 140.000 to Point/Station 141.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 159.110(Ft.) Top (of initial area) elevation = 482.700(Ft.) Bottom (of initial area) elevation = 481.580(Ft.) Difference in elevation = 1.120(Ft.) Slope = 0.00704 s(percent)= 0.70 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.984 min. Rainfall intensity = 3.221(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 Decimal fraction soil group A = 1000 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= , 0.652(CFS) Total initial stream area= 0.261(Ac.) Pervious area fraction 0.500 Process from Point/Station 141.000 to Point/Station 142.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.080(Ft.) End of street segment elevation = 478.790(Ft.) Length of street segment = 497.910(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ff.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 5.422(CFS) Depth of flow = 0.471(Ft.), Average velocity= 2.021(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.783(Ft.) Flow velocity = 2.02(Ft/s) Travel time= 4.11 min. TC = 12.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.753 Page I 1 A -5 5 ' Process from Point/Station. 105.000 to Point/Station 105.000. * * ** CONFLUENCE OF MINOR STREAMS * * ** STONEFIELD 1 -1 0.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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 2.532(In/Hr) for a 10.0 year storm Subarea runoff= 7.278(CFS) for 3.818(Ac.) Total runoff= 7.930(CFS) Total area = 4.079(Ac.) Street flow at end of street = 7.930(CFS) Half street flow at end of street = 7.930(CFS) ' Depth of flow = 0.524(Ft.), Average velocity= 2.215(Ft/s) ' Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 18.409(Ft.) ' Process from Point/Station 142.000 to Point/Station 105.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.860(Ft.) Downstream point/station elevation = 72.830(Ft.) Pipe length = 4.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.930(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 7.930(CFS) Normal flow depth in pipe = 13.66(In.) 1 Flow top width inside pipe = 15.39(In.) Critical Depth = 13.09(In.) Pipe flow velocity = .5.51(Ft/s) Travel time through pipe= 0.01 min. t Time of concentration (TC) = 12.10 min. ' Process from Point/Station. 105.000 to Point/Station 105.000. * * ** CONFLUENCE OF MINOR STREAMS * * ** Total o12 streams to confluence: ' Flow rates before confluence point: 14.386 7.930 Area of streams before confluence: Page 12 Along Main Stream number: 1 in normal stream nurr Stream flow area = . 4.079(Ac.) Runoff from this stream = 7.930(CFS) Time of concentration= 12.10 min. Rainfall intensity= 2.531(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 14.386 16.01 2.152 2 7.930 12.10 2.531 Largest stream flow has longer time of concentration Qp = 14.386 + sum of Qb Ia/Ib ' 7.930 * 0.850 = 6.743 Qp= 21.129 Total o12 streams to confluence: ' Flow rates before confluence point: 14.386 7.930 Area of streams before confluence: Page 12 STONEFIELD I- 10.out 8.336 4.079 Results of confluence: Total flow rate = 21.129(CFS) Time of concentration= 16.010 min. Effective stream area after confluence = 12.415(Ac.) Process from Point/Station 105.000 to Point/Station 106.000 * * * *.PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.830(Ft.) Downstream point/station elevation= 72.680(Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow---: 21.129(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 21.129(CFS) Normal flow depth in pipe 21.52(ln.) Flow top width inside pipe = ,21.73(In.) Critical Depth = 19.30(In.) Pipe flow velocity'= 6.22(FVs) Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.09 min. Process from Point/Station 106.000 to Point/Station 106.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 12.415(Ac.) Runoff from this stream = 21.129(CFS) Time of concentration = 16.09 min. Rainfall intensity= 2.145(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.129 16.09 2.145 Largest stream flow has longer time of concentration Qp = 21.129 + sum of Qp= 21.129 Total of 1 streams to confluence: Flow rates before confluence point: 21.129 Area of streams before confluence: 12.415 Results of confluence: Total flow rate = 21.129(CFS) Time of concentration = 16.092 min. Effective stream area after confluence = 12.415(Ac.) iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Process from Point/Station 150.000 to Point/Station 151.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 160.740(Ft.) Page 13 STONEFIELD I- 10.out Top (of initial area) elevation = 481.300(Ft.) Bottom (of initial area) elevation = 480.990(Ft.) ' Difference in elevation = 0.310(Ft.) Slopd = 0.00193 s(percent)= 0.19 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.386 min. ' Rainfall intensity = 2.766(In/Hr) fora 10.0 year storm SINGLE FAMILY (144 Acre Lot) Runoff Coefficient = 0.761 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.284(CFS) Total initial stream area = 0.135(Ac.) Pervious area fraction = 0.500 Process from PointlStation 151.000 to Point/Station 106.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.490(Ft.) End of street segment elevation = 478.790(Ft.) Length of street segment = 220.180(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (y/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 1.248(CFS) ' Depth of flow = 0.297(Ft.), Average velocity = 1.798(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.085(Ft.) Flow velocity = 1.80(Ft/s) ' Travel time = 2.04 min. TC = 12.43 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 ' 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.492(In/Hr) for a 10.0 year storm " Subarea runoff= 1.713(CFS) for 0.915(Ac.) ' Total runoff = 1.997(CFS) Total area = 1.050(Ac.) Street flow at end of street = 1.997(CFS) Half street flow at end of street = 1.997(CFS) Depth of flow = 0.337(Ft.), Average velocity = 1.970(Ft/s) Page 14 1 STONEFIELDI- 10.out ' Flow width (from curb towards crown)= 9.065(Ft.) Flow rates before confluence point: HH TT,H 21.129 1.997 Process from Point/Station 106.000 to Point/Station 106.000 Area of streams before confluence: * * ** CONFLUENCE OF MINOR STREAMS * * ** 12.415 1.050 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.050(Ac.) ' Runoff from this stream = 1.997(CFS) ' Time of concentration = 12.43 min. Rainfall intensity = 2.492(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.129 16.09 2.145 2 1.997 12.43 2.492 Largest stream flow has longer time of concentration Qp = 21.129 + sum of Qb Ia/rb — 1.997 * 0.861 — 1.719 ' Qp = 22.848 ' Total of 2 streams to confluence: Flow rates before confluence point: 21.129 1.997 Area of streams before confluence: ,. 12.415 1.050 Results of confluence: Total flow rate = 22.848(CFS) ' Time of concentration = 16.092 min. Effective stream area after confl uence = 13:465(Ac.) ' Process from Point/Station 106.000 to Point/Station 107.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) *! ** Upstream point/station elevation = 72.680(Ft.) Downstream point/station elevation = .. 72.540(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 22.848(CFS) Nearest computed pipe diameter = 27,00(In.) Calculated individual pipe flow = 22.848(CFS) Normal flow depth in pipe = 22.92(In.) Flow top width inside pipe = 19.34(In.) Critical Depth = 20.06(In:) ' Pipe flow velocity= 6.35(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 16.16 min. Process from Point/Station 107.000 to Point/Station 107.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: I in normal stream number 1 Stream flow area = 13.465(Ac.) ' Page 15, STONEFIELD 1- 10.out Runoff from this stream = 22.848(CFS) Time of concentration = 16.16 min. Rainfall intensity = 2.140(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.848 16.16 2.140 Largest stream flow has longer time of concentration Qp = 22.848 + sum of Qp = 22.848 Total of 1 streams to confluence: Flow rates before confluence point: 22.848 Area of streams before confluence: 13.465 Results of confluence: Total flow rate = 22.848(CFS) Time of concentration = 16.163 min. Effective stream area after confluence = 13.465(Ac.) Process from Point/Station 107.000 to Point/station 108.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 72.540(Ft.) Downstream point/station elevation = 72.500(Ft.) Pipe length = 8.75(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow= 22.848(CFS) Nearest computed pipe diameter = 30.00(ln.) Calculated individual pipe flow = 22.848(CFS) Normal flow depth in pipe = 20.74(In.) Flow top width inside pipe= 27.71(In.) Critical Depth= 19.5 2(1n.) Pipe flow velocity = 6.31(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 16.19 min. Process from Point/Station 108.000 to Point/station 108.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.465(Ac.) Runoff from this stream = 22.848(CFS) Time of concentration = 16.19 min. Rainfall intensity 2.138(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.848 16.19 2.138 Largest stream flow has longer time of concentration Qp = 22.848 + sum of Page 16 STONEFIELD I - 10.out Qp = 22.848 Total of 1 streams to confluence: Flow rates before confluence point: 22.848 Area of streams before confluence: 13.465 Results of confluence: Total flow rate = 22.848(CFS) Time of concentration = 16.186 min. Effective stream area after confluence = 13.465(Ac.) End of computations, total study area = 13.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 Page 17 F� 1 stonefield2 =10- new- 3- 11 -05. out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 . Rational Hydrology Study Date: 03/11/05 File: stonefield2. out * * * * * * * ** 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) = 10.00 Antecedent Moisture Condition= 3 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(ln/Hr) 100 year storm 60 minute intensity= 1.600(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: I hour intensity= 1.000(In/Hr) Slope of intensity duration curve = 0.5800 Are-a5 T Process from Point/Station - 200.000 to Point/Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 169.850(Ft.) Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00765 s(percent)= 0.77 TC.= k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 8.060 min. Rainfall intensity = 3.204(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient_= 0.775 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 soii(AMC 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.668(CFS) Total initial stream area = 0.269(Ac.) Pervious area fraction = 0.500 Page I 1 stonefield2 -1 0- new- 3- 11- 05.out Process from Point/Station 201.000 to Point/station 202.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.400(Ft.) End of street segment elevation = 478.140(Ft.) Length of street segment = 423.710(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) ' Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I) side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v /hz) = 0.000 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 = 3.899(CFS) Depth of flow = 0.422(Ft.), Average velocity = 1.979(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.334(Ft.) Flow velocity = 1.98(Ft/s) Travel time = 3.57 min. TC = 11.63 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 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 soi](AMC 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.590(In /Hr) fora 10.0 year storm Subarea runoff= 5.089(CFS) for " 2.602(Ac.) Total runoff= 5.757(CFS) Total area 2.871(Ac.) Street flow at end of street = 5.757(CFS) Half street flow at end of street = 5.757(CFS) Depth of flow = 0.470(Ft.), Average velocity = 2.169(Ft/s) Flow width (from curb towards crown)= 15.692(Ft.) -++ Process from Point/Station 202.000 to Point/Station 203.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 71.110(Ft.) Downstream point/station elevation = 71.080(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.757(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.757(CFS) Normal flow depth in pipe= 11.54(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 11.11(In.) Pipe flow velocity = 4.81(Ftls) Travel time through pipe = 0.02 min. Time of concentration (TC) = 1 1.65 min. Page 2 stonefield2 -10- new-3 -.1 1- 05.out T 11111HHHHHHHHHHi Process from Point/Station 203.000 to Point/Station 203.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: .I in normal stream number 1 Stream flow area = 2.871(Ac.) Runoff from this stream = 5.757(CFS) Time of concentration= 11.65 min. Rainfall intensity = 2.588(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.757 11.65 2.588 Largest stream flow has longer time of concentration Qp = 5.757 + sum of Qp = 5.757 Process from Point/Station 210.000 to Point/Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 142.260(Ft.) . Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.0091.4 s(percent)= 0.91 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.246 min. Rainfall intensity = 3.408(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.705(CFS) Total initial stream area = 0.265(Ac.) Pervious area fraction = 0.500 Process from Point/Station 211.000 to Point/Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION " * ** Top of street segment elevation = 480.400(Ft.) Page 3 U Total of 1 streams to confluence: Flow rates before confluence point: 5.757 Area of streams before confluence: 2.871 Results of confluence: Total flow rate = 5.757(CFS) Time of concentration= 11.647 min. Effective stream area after confluence = 2.871(Ac.) Process from Point/Station 210.000 to Point/Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 142.260(Ft.) . Top (of initial area) elevation = 482.200(Ft.) Bottom (of initial area) elevation = 480.900(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.0091.4 s(percent)= 0.91 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.246 min. Rainfall intensity = 3.408(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.705(CFS) Total initial stream area = 0.265(Ac.) Pervious area fraction = 0.500 Process from Point/Station 211.000 to Point/Station 212.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION " * ** Top of street segment elevation = 480.400(Ft.) Page 3 U ' .. stonefield2 -10- new- 3- 11- 05.out End of street segment elevation = 478.140(Ft.) Length of street segment = 349300(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 = 17.500(Ft.) ' Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I) side(s) of the street ' Distance from curb to property line = 0.000(Ft.) ' Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) - 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 = 2.796(CFS) Depth of flow = 0377(Ft.), Average velocity = 1.977(Ft/s) ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 11.055(Ft.) Flow velocity = 1.98(Ft/s) Travel time = 2.94 min. TC = 10.19 min. ' Adding area flow to street SINGLE FAMILY (1 /4 Acre Lot) Runoff Coefficient = 0.762 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.796(In/Hr) fora 10.0 year storm Subarea runoff = 3.351(CFS) for 1.572(Ac.) Total runoff = 4.056(CFS) Total area = 1.837(Ac.) ' Street flow at end of street = 4.056(CFS) Half street flow at end of street = 4.056(CFS) Depth of flow = 0.416(Ft.), Average velocity= 2.151(Ft/s) Flow width (from curb towards crown)-- 13.013(Ft.) ' Process from Point/Station' r 203.000 to Point/Station 203.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Page 4 Process from Point/Station 212.000 to Point/Station 203.000 PIREFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.230(Ft.) Downstream point/station elevation = 71.080(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 4.056(CFS) Nearest computed pipe diameter = 15.00(ln.) Calculated individual pipe flow = 4.056(CFS) Normal flow depth in pipe = 10.92(In.) ' Flow top width inside pipe = 1335(In.) Critical Depth = 9.79(In.) Pipe flow velocity = 4.24(Ft/s) Travel time through pipe = 0.12 min. ' Time of concentration (TC) = 10.31 min. ' Process from Point/Station' r 203.000 to Point/Station 203.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Page 4 stonefield2- 1 0- new- 3- 11- 05.out Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.837(Ac.) Runoff from this stream = 4.056(CFS) Time of concentration= 10.31 min. Rainfall intensity = 2.778(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.757 11.65 2.588 2 4.056 10.31 2.778 Largest stream flow has longer time of concentration Qp = 5.757 + sum of Qb Ia/Ib 4.056 * 0.932 = 3.779 Qp = 9.536 Total. of 2 streams to confluence: Flow rates before confluence point: 5.757 4.056 Area of streams before confluence: 2.871 1.837 Results of confluence: Total flow rate = 9.536(CFS) Time of concentration= 11.647 min. Effective stream area after confluence = 4.708(Ac.) Process from Point/Station 203.000 to Point/Station 204.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.080(Ft.) Downstream point/station elevation = 69.970(Ft.) Pipe length = 222.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.536(CFS) Nearest computed pipe diameter = 21.00(12.) Calculated individual pipe flow = 9.536(CFS) Normal flow depth in pipe= 14.91(In.) Flow top width inside pipe = . 19.06(ln.) Critical Depth = 13.80(ln.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe= 0.71 min. Time.of concentration (TC) = 12.36 min. Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed:. In Main Stream number: 1 Stream flow area = 4.708(Ac.) Runoff from this stream = 9.536(CFS) Time of concentration = 12.36 min. Rainfall intensity = 2.500(In/Hr) Program is now starting with Main Stream No. 2 Page 5 stonefield2 -10- new- 3- 11- 05.out Process from Poiht/Station 220.000 to Point/Station 221.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 120.000(F,t.) Top (of initial area) elevation = 480.800(Ft.) Bottom (of initial area) elevation = 480.020(Ft.) Difference in elevation = 0.780(Ft.) Slope= 0.00650 s(percent)= 0.65 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.247 min. Rainfall intensity = 3.408(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 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 3), = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.585(CFS) Total initial stream area = 0:220(Ac.) Pervious area fraction = 0.500 Process from Point/Station 221.000 to Point/Station 222.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 479.520(Ft.) End of street segment elevation = 479.170(Ft.) Length of street segment = 80.240(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) .= 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 1.015(CFS) Depth of flow = 0.304(Ft.), Average velocity= 1.371(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.405(Ft.) Flow velocity= 1.37(Ft/s) Travel time = 0.98 min: TC = 8.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.167(In/Hr) fora 10.0 year storm Page 6 . Process from Point/Station 223.000 to Point/station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** stonefield2 -10- new- 3- 11- 05.out Subarea runoff= 0.792(CFS) for 0.323(Ac.) Total runoff= 1.377(CFS) Total area = 0.543(Ac.) Street flow at end of street = 1.377(CFS) Half street flow at end of street = 1.377(CFS) ' Depth of flow = 0.329(Ft.), Average velocity = 1.455(Ft/s) Flow width (from curb towards crown)= 8.686(Ft.) No. (CFS) (min) (In/Hr) 1 1.377 8.37 3.134 Process from Point/Station 222.000 to Point/Station 223.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 71.410(Ft.) Downstream point/station elevation= 71.260(Ft.) ' Pipe length = 29.50(Ft.) Manning's N=0.013 ' No. of pipes = 1 Required pipe flow = 1.377(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.377(CFS) Normal flow depth in pipe = 6.29(In.) ' Flow top width inside pipe= 11.99(In.) Critical Depth = 5.95(In.) ' Pipe flow velocity = 3.30(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.37 min. . Process from Point/Station 223.000 to Point/station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Process from Point/Station 230.000 to Point/Station 231.000 * * ** INITIAL AREA EVALUATION * * ** ' Page 7 Along Main Stream number: 2 in normal stream number .1 Stream flow area = 0.543(Ac.) Runoff from this stream = 1.377(CFS) Time of concentration = 8.37 min. Rainfall intensity = 3.134(hi/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.377 8.37 3.134 Largest stream flow has longer time of concentration 1 Qp = 1.377 + sum of Qp = 1.377 Total of I streams to confluence: ' Flow rates before confluence point: 1.377 Area of streams before confluence: o f Results lts of confluence: Total flow rate = 1.377(CFS) Time of concentration = 8.371 min. ' Effective stream area after confluence = 0.543(Ac.) ' Process from Point/Station 230.000 to Point/Station 231.000 * * ** INITIAL AREA EVALUATION * * ** ' Page 7 I Process from Point/Station 231.000 to Point/Station 232.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** stonefield2 -10- new- 3- 11- 05.out Initial area flow distance =. 139.390(Ft.) Top (of initial area) elevation = 481.000(Ft.) Bottom (of initial area) elevation = 480.300(Ft.) Difference in elevation = 0.700(Ft.) Slope = 0.00502 s(percent)= 0.50 ' TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 8.102 min. Rainfall intensity= 3.194(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 i Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Initial subarea runoff= 0.770(CFS) ' Total initial stream area= 0.311(Ac.) Pervious area fraction = 0.500 Halfstreet flow width = 9.259(Ft.) I Process from Point/Station 231.000 to Point/Station 232.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** (5 4 Top of street segment elevation = 479.800(Ft.) End of street segment elevation = 479.170(Ft.) Length of street segment = 121.970(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 1.706(CFS) ' Depth of flow = 0.341(Ft.), Average velocity= 1.626(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.259(Ft.) Flow velocity = 1.63(Ft/s) ' Travel time = 1.25 min. TC = 9.35 min. Adding area flow to street 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.939(In/Hr) fora 10.0 year storm Subarea runoff= 1.707(CFS) for 0.757(Ac.) ' Total runoff= 2.477(CFS) Total area = 1.068(Ac.) Street flow at end of street = 2.477(CFS) Half street flow at end of street = 2.477(CFS) ' Page 8 (5 4 1�, Process from Point/Station 223.000 to Point/Station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.068(Ac.) Runoff from this stream = 2.477(CFS) Time of concentration= - 9.38 min. Rainfall intensity = 2.935(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) . (In/Hr) 1 1.377 8.37 3.134 2 2.477 9.38 2.935 Largest stream flow has longer time of concentration Qp = 2.477 + sum of ' Qb , lallb 0. 1.377 * 0.936 = 1.289 Qp = 3.766 Total of 2 streams to confluence: stonefield2-1 0-new-3-11 -05.out Depth of flow = 0.376(Ft.), Average velocity= 1.763(Ft/s) Flow width (from curb towards crown)= 11.012(Ft.) ' 0.543 1.068 Results of confluence: Process from Point/Station 232.000 to Point/Station 223.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 71.290(Ft.) Downstream point/station elevation = 71.260(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 2.477(CFS) Nearest computed pipe diameter = 12.00(ln.) Calculated individual pipe flow = 2.477(CFS) Normal flow depth in pipe = 9.26(In.) Flow top width inside pipe= 10.08(In.) Critical Depth = 8.09(ln.) Pipe flow velocity = 3.81(Ft/s) Travel time through pipe = 0.02 min. ' Time of concentration (TC) = 9.38 min. 1�, Process from Point/Station 223.000 to Point/Station 223.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.068(Ac.) Runoff from this stream = 2.477(CFS) Time of concentration= - 9.38 min. Rainfall intensity = 2.935(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) . (In/Hr) 1 1.377 8.37 3.134 2 2.477 9.38 2.935 Largest stream flow has longer time of concentration Qp = 2.477 + sum of ' Qb , lallb 0. 1.377 * 0.936 = 1.289 Qp = 3.766 Process from Point/Station 223.000 to Point/Station 204.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 7 L260(Ft.) Page 9 Total of 2 streams to confluence: Flow rates before confluence point: 1.377 2.477 Area of streams before confluence: ' 0.543 1.068 Results of confluence: Total flow rate = 3.766(CFS) Time of concentration = 9.376 min. ' Effective stream area after confluence = 1.611(Ac.) Process from Point/Station 223.000 to Point/Station 204.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 7 L260(Ft.) Page 9 ' Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' stonefield2 -10- new- 3- 11- 05.out Downstream point/station elevation= 69.970(Ft.) Pipe length = 257.98(Ft.) Manning's N = 0.013 ' ' No. of pipes = 1 Required pipe flow = 3.766(CFS) Time of concentration = 10.41 min. Rainfall intensity = 2.762(In/Hr) Nearest computed pipe diameter = 15.00(In.) ' Calculated individual pipe flow = 3.766(CFS) ' Normal flow depth in pipe= 10.38(In.) ' ' Flow top width inside pipe = 13.85(In.) Largest stream flow has longer time of concentration Critical Depth = 9.41(In.) Pipe flow velocity = 4.16(Ft/s) - Travel time through pipe = 1.03 min. Time of concentration (TC) = 10.41 min. Qp = 12.945 ' Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.611(Ac.) ' Runoff from this stream = 3.766(CFS) ' Time of concentration = 10.41 min. Rainfall intensity = 2.762(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' Nearest computed pipe diameter = 24.00(ln.) ' 1 9.536 12.36 2.500 2 3.766 10.41 2.762 Largest stream flow has longer time of concentration Qp = 9.536 + sum of Qb Ia/Ib 3.766 * 0.905 = 3.409 Qp = 12.945 ' Total of 2 main streams to confluence: Flow rates before confluence point: 9.536 3.766 Area of streams before confluence: 4.708 1.611 Results of confluence: ' Total flow rate = 12.945(CFS) Time of concentration= 12.358 min. Effective stream area after confluence = 6.319(Ac.) ' Process from Point/Station 204.000 to Point/station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 69.970(Ft.) Downstream point/station elevation = 67.270(Ft.) Pipe length = 539.67(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 12.945(CFS) ' Nearest computed pipe diameter = 24.00(ln.) Calculated individual, pipe flow = 12.945(CFS) Normal flow depth in pipe = 16.38(In.) Page 10 stonefield2 -10- new- 3- 11- 05.out Flow top width inside pipe = 22.34(In.) Critical Depth = 15.54(ln.) Pipe flow velocity = 5.67(Ft/s) ' Travel-time through pipe = 1.59 min. Time of concentration (TC) = 13.94 min. Process from Point/Station 205.000 to Point/Station 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.319(Ac.) Runoff from this stream = 12.945(CFS) Time of concentration = 13.94 min. ' Rainfall intensity= 2.331(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.945 13.94 2.331 Largest stream flow has longer time of concentration Qp = 12.945 + sum of Qp = 12.945 Total of 1 streams to confluence: Flow rates before confluence point: 12.945 Area of streams before confluence: ' 6.319 Results of confluence: Total flow rate = 12.945(CFS) Time of concentration = 13.944 min. ' Effective stream area after confluence = 6.319(Ac.) ' Process from Point/Station 240.000 to Point/Station 241.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 172.630(Ft.) Top (of initial area) elevation = 481.600(Ft.) Bottom (of initial area) elevation = 481.150(Ft.) Difference in elevation = 0.450(Ft.) Slope = 0.00261 s(percent)= 0.26 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.062 min. Rainfall intensity = 2.817(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.763 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.697(CFS) ' Total initial stream area = 0.324(Ac.) Pervious area fraction = 0.500 Page 11 stonefield2 -10- new- 3- 11- 05.out ' Process from Point/Station 241.000 to Point/Station 242.000 -rT * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ! i i i 9 S ! M ! i i i i i ! i i i i i i i i ! i ! i 6 i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i i i i P t i i i i i ! i i 1 . 1 1 1 1 1 1 1 1 Process from Point/Station 242.000 to Point/Station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Top of street segment elevation = 480.650(Ft.) ' End of street segment elevation = 476.840(Ft.) Length of street segment = 616.510(Ft.) Height of curb above gutter flowline = 6.0(ln.) ' Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (y/hz) = 0.000 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 = 4.586(CFS) 1 Depth of flow = 0.433(Ft.), Average velocity= 2.175(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow-width = 13.845(Ft.) Flow velocity = 2.17(Ft/s) ' Travel time = 4.72 min. TC = 14.79 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.253(In/Hr) fora 10.0 year storm Subarea runoff= 6.043(CFS) for 3.619(Ac.) 1 Total runoff = 6.739(CFS) Total area = 3.943(Ac.) Street flow at end of street = 6.739(CFS) Half street flow at end of street = 6.739(CFS) Depth of flow = 0.480(Ft.), Average velocity= 2.382(Ft/s) ' Flow width (from curb towards crown)= 16.241(Ft.) ! i i i 9 S ! M ! i i i i i ! i i i i i i i i ! i ! i 6 i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i i i i P t i i i i i ! i i 1 . 1 1 1 1 1 1 1 1 Process from Point/Station 242.000 to Point/Station 205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 67.500(Ft.) Downstream point/station elevation= 67.270(Ft.) Pipe length = 47.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.739(CFS) ' Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.739(CFS) Normal flow depth in pipe = 13.64(In.) Flow top width inside pipe = 15.42(In.) Critical Depth = 12.05(In.) Pipe flow velocity = 4.69(Ft/s) Travel time through pipe= 0.17 min. Page 12 stonefield2 -10- new- 3- 11- 05.out Time of concentration. (TC) = 14.96 min. Process from Point/Station 205.000 to Point/Station , 205.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.943(Ac.) Runoff from this stream = 6.739(CFS) Time of concentration = 14.96 min. Rainfall intensity = 2.238(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.945 13.94 '2331 2 6.739 14.96 2.238 Largest stream flow has longer or shorter time of concentration Qp = 12.945 + sum of Qa Th/Ta 6.739 * '0.932 = 6.283 Qp = 19.228 Total of 2 streams to confluence: Flow rates before confluence point: 12.945 6.739 Area of streams before confluence: 6.319 3.943 Results of confluence: Total flow rate = 19.228(CFS) Time of concentration = 13.944 min. Effective stream area after confluence = 10.262(Ac.) Process from Point/Station 205.000 to Point/Station 206.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.270(Ft.) Downstream point/station elevation= 67.230(Ft.) Pipe length = 8.26(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 19.228(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.228(CFS) Normal flow depth in pipe= 19.88(In.) Flow top width inside pipe = 23.80(In.) Critical Depth = 18.41(In.) Pipe flow velocity = 6.13(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.97 min. Process from Point/Station 206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10:262(Ac.) Page 13 'Runoff from this stream = 19.228(CFS). stonefield2 -10- new- 3- 11- OS.out Time of concentration = 13.97 min. ' Rainfall intensity = 2.329(In/Hr) 'Summary of stream data: ' Process from Point/Station 250.000 to Point/Station 251.000 * * ** INITIAL AREA EVALUATION * * ** Stream Flow rate TC Rainfall Intensity' ' No. (CFS) (min) (In/Hr) 1 19.228 13.97 2.329 ' Largest stream flow has longer time of concentration . ' Qp = 19.228 + sum of ' Qp = 19.228 ' Total of 1 streams to confluence: ' Flow rates before confluence point: 19.228 ' Area of streams before confluence: 10.262 ' Results of confluence: Total flow rate = 19228(CFS) ' Time of concentration = 11967 min. Effective stream area after confluence = 10.262(Ac.) ' Process from Point/Station 250.000 to Point/Station 251.000 * * ** INITIAL AREA EVALUATION * * ** ' Process from Point/Station 251.000 to Point/Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Initial area flow distance= 120210(Ft.) ' Top (of initial area) elevation= 481.100(Ft.) Bottom (of initial area) elevation = 479.940(Ft.) Difference in elevation = 1.160(Ft.) ' Slope= 0.00965 s(percent)= 0.96 ' TC = k(0.390) *[(length ^3) /( elevation change)] ^0.2 Initial area time of concentration= 6.701 min. ' Rainfall intensity = 3.566(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.785 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.691(CFS) Total initial stream area = 0.247(Ac.) Pervious area fraction = 0.500 ' Process from Point/Station 251.000 to Point/Station 206.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 479.440(Ft.) End of street segment elevation = 476.840(Ft.) Length of street segment = 466.610(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 = 17.500(Ft.) Slope from gutter to grade break (v/h2) = 0.078 ' Page 14 6� Process from Point/Station T206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' stonefield2 -10- new- 3- 11- 05.out 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 5.611(CFS) Depth of flow = 0.463(Ft.), Average velocity = 2.192(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.387(Ft.) Flow velocity = 2.19(Ft/s) Travel time = 3.55 min. TC = 10.25 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.762 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 = 0.00.0 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.500; Impervious fraction= 0.500 Rainfall intensity= 2.787(In/Hr) fora 10.0 year storm �. Subarea runoff = 7.470(CFS) for 3.517(Ac.) Total runoff = 8.161(CFS) Total area = 3.764(Ac.) Street flow at end of street = 8.161(CFS) Half street flow at end of street = 8.161(CFS) ' Depth of flow = 0.514(Ft.), Average velocity= 2.398(Ft/s) Warning: depth of flow exceeds top of curb Flow width (from curb towards crown)= 17.921(Ft.) Process from Point/Station T206.000 to Point/Station 206.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.764(Ac.) Runoff from this stream = 8.161(CFS) ' Time of concentration = 10.25 min. Rainfall intensity = 2.787(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity . No. (CFS) (min) (In/Hr) 1 19.228 13.97 2.329 2 8.161 10.25 2.787 Largest stream flow has longer time of concentration Qp = 19.228 + sum of Qb Ia/Ib 8.161 * 0.836 = 6.820 Qp = 26.049 ' Total of 2 streams to confluence: Flow rates before confluence point: 19.228 " 8.161 Area of streams before confluence: Page 15 ' Process from Point/Station 207.000 to Point /Station 207.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.026(Ac.) Runoff from this stream = 26.049(CFS) ' Time of concentration = 14.00 min. Rainfall intensity = 2.326(In/Hr) Program is now starting with Main Stream No. 2 • Process s Point/Station 300.000 to Point/Station 301.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance= 120.210(Ft.) Top (of initial area) elevation = 483.200(Ft.) Bottom (of initial area) elevation= 482.100(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00915 s(percent)= 0.92 TC =-k (0.390) *[(length ^3) /(elevation change)1 ^0.2 Initial area time of concentration = 6.773 min. Rainfall intensity = 3.544(ln/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)` Runoff Coefficient = 0.784 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 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.917(CPS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.500 ' Page 16 stonefield2-1 0-new-3-11-05.out 10.262 3.764 Results of confluence: ' Total flow rate = 26.049(CFS) Time of concentration = 13.967 min. Effective stream area after confluence = 14.026(Ac.) Process from Point/Station 206.000 to Point/Station 207.000 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 67.230(Ft.) Downstream point/station elevation = 67.160(Ft.) Pipe length = 12.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 26.049(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.049(CFS) Normal flow depth in pipe = 21.23(ln.) ' Flow top width inside pipe = 27.29(ln.) Critical Depth = 20.88(ln.) Pipe flow velocity = 7.01 (Ft /s) Travel time through pipe = 0.03 min. ' . Time of concentration (TC) = 14.00 min. ' Process from Point/Station 207.000 to Point /Station 207.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.026(Ac.) Runoff from this stream = 26.049(CFS) ' Time of concentration = 14.00 min. Rainfall intensity = 2.326(In/Hr) Program is now starting with Main Stream No. 2 • Process s Point/Station 300.000 to Point/Station 301.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance= 120.210(Ft.) Top (of initial area) elevation = 483.200(Ft.) Bottom (of initial area) elevation= 482.100(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00915 s(percent)= 0.92 TC =-k (0.390) *[(length ^3) /(elevation change)1 ^0.2 Initial area time of concentration = 6.773 min. Rainfall intensity = 3.544(ln/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)` Runoff Coefficient = 0.784 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 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.917(CPS) Total initial stream area = 0.330(Ac.) Pervious area fraction = 0.500 ' Page 16 ' stonefield2 -10- new- 3- 11- 05.out ' ++++ Process from Point/Station '301.000 to Point/Station 302.000 * * ** STREET FLOWTRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 481.600(Ft.) End of street segment elevation= 479.110(Ft.) Length of street segment = 419.320(Ft.) iUpstream Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) ' Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 1 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 2.446(CFS) Depth of flow = 0.368(Ft.), Average velocity = 1.856(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.611 (Ft.) ' Flow velocity = 1.86(Ft/s) Travel time = 3.76 min. TC = 10.54 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient= 0.761 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.743(In/Hr) fora 10.0 year storm ' Subarea runoff= 2.297(CFS) for 1.101(Ac.) Total runoff = 3.214(CFS) Total area = 1.431(Ac.) Street flow at end of street = 3.214(CFS) Half street flow at end of-street = 3.214(CFS) Depth of flow. = 0.395(Ft.), Average velocity = 1.973(Ft/s) Flow width (from curb towards crown)= 11.986(Ft.) Process from Point/Station 302.000 to Point/Station 303.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** iUpstream point/station elevation= 70.550(Ft.) Downstream point/station elevation = 70.400(Ft.) Pipe length = 29.50(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 3.214(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.214(CFS) Normal flow depth in pipe = 9.22(l.n.) Flow top width inside pipe = 14.60(In.) Critical Depth = 8.66(ln.) Pipe flow velocity = 4.06(Ft/s) Travel time through pipe= 0.12 min. Page 17 stonefield2 -10- new- 3- 11- 05.out Time of concentration (TC) = 10.66 min. Process from Point/Station 303.000 to Point/Station 303.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.431.(Ac.) Runoff from this stream = 3.214(CFS) Time of concentration = 10.66 min. Rainfall intensity = 2.724(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.214 10.66 2.724 Largest stream flow has longer time of concentration Qp = 3.214 + sum of Qp = 3.214 Total of 1 streams to confluence: Flow rates before confluence point: 3.214 Area of streams before confluence: 1.431 Results of confluence: Total flow rate = 3.214(CFS) Time of concentration = 10.658 min. Effective stream area after confluence = 1.431(Ac.) Process from Point/Station 3 10. 000 to Point/Station 311.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 186.260(Ft.) Top (of initial area) elevation = 483.200(Ft.) Bottom (of initial area) elevation = 482.270(Ft.) Difference in elevation = 0.930(Ft.) Slope = 0.00499 s(percent)= 0.50 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.108 min. Rainfall intensity = 2.984(In/Hr) fora. 10.0 year storm SINGLE FAMILY (114 Acre Lot) Runoff Coefficient = 0.769 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = I'.048(CFS) Total initial stream area = 0.457(Ac.) Pervious area fraction = 0.500 Process from Poini/Station 311.000 to Point /Station 312.000. Page 18 E? 10 t 1 stonefield2 -10- new- 3- 11- 05.out * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.770(Ft.) End of street segment elevation= 479.110(Ft.) Length of street segment = 459.440(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078. Slope from grade break to crown (v/hz) = 0.020 Street flow is on [ l3 side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 4.131(CFS) Depth of flow = 0.424(Ft.), Average velocity = 2.070(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.430(Ft.) Flow velocity = 2.07(Ft/s) Travel time = 3.70 min. TC = 12.81 min. Adding area flow to.street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.749 .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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.449(In/Hr) fora 10.0 year storm Subarea runoff= 4.934(CFS) for 2.688(Ac.) Total runoff= 5.982(CFS) Total area 3.145(Ac.) Street flow at end of street = 5.982(CFS) Half street flow at end of street = 5.982(CFS) Depth of flow = 0.469(Ft.), Average velocity= 2.258(Ft/s) Flow width (from curb towards crown)= 15.675(Ft.) Process from Point/Station 312.000 to Point/Station 303.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.430(Ft.) Downstream point/station elevation = 70.400(Ft.) Pipe length = 5.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 5.982(CFS) Nearest computed pipe diameter = I8.00(In.) Calculated individual pipe flow = 5.982(CFS) Normal flow depth in pipe= 11.86(In.) Flow top width inside pipe = 17.07(In.) Critical Depth= 11.33(In.) Pipe flow velocity = 4.84(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.83 min. iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Page 19 stonefield2 -10- new -3- I 1- 05.out Process from Poirit/Station 303.000 to Point/Station 303.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 3.145(Ac.) Runoff from this stream = 5.982(CFS) Time of concentration = 12.83 min. Rainfall intensity = 2.447(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 3.214 10.66 2.724 2 5.982 12.83 2.447 Largest stream flow has longer time of concentration Qp = 5.982 + sum of Qb Ia/Ib 3.214 * 0.898 = 2.886 Qp = 8.869 Total of 2 streams to confluence: Flow rates before confluence point: 3.214 5.982 Area of streams before confluence: 1.431 3.145 Results of confluence: Total flow rate = 8.869(CFS) Time of concentration = 12.826 min. Effective stream area after confluence = 4.576(Ac.) Process from Point/station 303.000 to Point/Station 304.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 70.400.(Ft.) Downstream point/station elevation = 69.900(Ft.) Pipe length = 103.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.869(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.869(CFS) Normal flow depth in pipe = 14.30(In.) Flow top width inside pipe= 19.58(In.) Critical Depth = 13.27(In.) Pipe flow velocity = 5.09(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 13.17 min. Process from Point/Station 304.000 to Point/Station 304.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.576(Ac.) Runoff from this stream = 8.869(CFS) Time of concentration=" oncentration 13.17.min. Rainfall intensity= 2.410(In/Hr) Summary of stream data: Page 20 . 1 17, stonefield2 -10- new- 3- 11- 05.out Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.869 13.17 2.410 Largest stream flow has longer time of concentration Qp = 8.869 + sum of Qp = 8.869 Total of l streams to confluence: Flow rates before confluence point: 8.869 Area of streams before confluence: 4.576 Results of confluence: Total flow rate = 8.869(CFS) Time of concentration = 13.166 min. Effective stream area after confluence = 4.576(Ac.) Process from Point/Station 410.000 to Point/Station . 411.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 64.660(Ft.) Top (of initial area) elevation = 481.250(Ft.) Bottom (of initial area) elevation = 480.220(Ft.) Difference in elevation = 1.030(Ft.) Slope = 0.01593 s(percent)= 1.59 TC = k(0.390) *[(length^3) /(elevation change)] ^0.2 Waming: 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(ln/Hr) fora 10.0 year stone SINGLE FAMILY (1 /4 Acre Lot) Runoff Coefficient = 0.799 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.213(CFS) Total initial stream area = 0.063(Ac.) Pervious area fraction = 0.500 Process from Point/Station 411.000 to Point/Station 412.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.220(Ft.) End of street segment elevation = 478.630(Ft.) Length of street segment = 332.990(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 55.000(Ft.) Distance from. crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Page 21 I - 1 �J 1 stonefield2 -10- new- 3- 11- 05.out Distance from curb to property line = 11.500(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 = 0.315(CFS) Depth of flow = 0.196(Ft.), Average velocity= 1.369(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.374(Ft.) Flow velocity = 1.37(Ft/s) Travel time = 4.05 min. TC = 9.05 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.769 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity= . 2.995(In/Hr) fora 10.0 year storm Subarea runoff = 2.229(CFS) for 0.968(Ac.) Total runoff = 2.442(CFS) Total area= 1.031(Ac.) Street flow at end of street = 2.442(CFS) Half street flow at end of street = 2.442(CFS) Depth offlow = 0.419(Ft.), Average velocity= 2.264(Ft/s) Flow width (from curb towards crown)= 5.232(Ft.) Process from Point/Station 412.000 to Point/Station . 304.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.190(Ft.) Downstream point/station elevation = 69.900(Ft.) Pipe length = 258.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.442(CFS) Nearest computed pipe diameter = 12.00(ln.) Calculated individual pipe flow = 2.442(CFS) Normal flow depth in pipe = 9.53(In.) Flow top width inside pipe= 9.71(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 3.65(Ft/s) Travel time through pipe= 1.18 min. Time of concentration (TC) = 10.23 min. Process s� from Point/Station 304.000 to Point/Station 304.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.031(Ac.) Runoff from this stream = 2.442(CFS) Time of concentration = 10.23 min. Rainfall intensity = 2.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page 22 stonefield2 -1 0- new- 3- 11- 05.out No. (CFS) (min) (In/Hr) 1 8.869 13.17 2.410 2 2.442 10.23 2.789 Largest stream flow has longer time of concentration Qp = 8.869 + sum of Qb la/Ib 2.442 * 0.864 = 2. 110 Qp= 10.978 Total of 2 streams to confluence: Flow rates before confluence point: 8.869 ' 2.442 Area of streams before confluence: 4.576 1.031 Results of confluence: Total flow rate = 10.978(CFS) Time of concentration = 13.166 min. Effective stream area after confluence = 5.607(Ac.) Process from Point/station 304.000 to Point/Station 305.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** . Upstream point/station elevation = 69.900(Ft.). Downstream point /station elevation = 69.750(Ft,) Pipe length = 25.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow= 10.978(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.978(CFS) ' Normal flow depth in pipe = 15.49(In:) ' Flow top width inside pipe = 18.47(In) Critical Depth = 14.81(In.) Pipe flow velocity = 5.77(Ft/s) . Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.24 min. 1 10.978 13:24 2.402 Largest stream flow has longer time of concentration Qp = 10.978 +, sum of Qp= 10.978 Page 23 HHHHHH , „ „ Process from Point/Station 305.000 to Point/Station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: ' In Main Stream number: I Stream flow area = 5.607(Ac.) Runoff from this stream = 10.978(CFS) ' Time of concentration = 13.24 min. Rainfall intensity = 2.402(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.978 13:24 2.402 Largest stream flow has longer time of concentration Qp = 10.978 +, sum of Qp= 10.978 Page 23 Effective stream area after confluence = stonefield2 -10- new- 3- 11- 05.out 5.607(Ac.) Process from Point/Station 320.000 to Point/Station 321.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 120.000(Ft.) Total of 1 main streams to confluence: Flow rates before confluence point: 10.978 1 Area of streams before confluence: 5.607 Initial, area time of concentration= 7.247 min. ' Results of confluence: Total flow rate = 10.978(CFS) Time of concentration = 13.239 min. Effective stream area after confluence = stonefield2 -10- new- 3- 11- 05.out 5.607(Ac.) Process from Point/Station 320.000 to Point/Station 321.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 481.300(Ft.) Bottom (of initial area) elevation = 480.520(Ft.) Difference in elevation = 0.780(Ft.) 1 Slope = 0.00650 s(percent)= 0.65 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial, area time of concentration= 7.247 min. ' Rainfall intensity = 3.408(In/Hr) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 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 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.644(CFS) Total initial stream area = 0.242(Ac.) Pervious area fraction = 0.500 1 Process from Point/Station 321.000 to Point/Station 322.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 480.020(Ft.) End of street segment elevation= 478.940(Ft.) Length of street segment = 233.850(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 2.174(CFS) Depth of flow = 0:369(Ft.), Average velocity = 1.640(Ft /s) Streetflow hydraulics at midpoint of street travel: Page 24 r .1 �7 1 1 I I stonefield2 -10 .new-3-11-05. out Halfstreet flow width = 10.649(Ft.) Flow velocity = 1.64(Ft/s) Travel time = 2.38 min. TC = 9.62 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.891(In/Hr) fora 10.0 year storm Subarea runoff= 2.547(CFS) for 1.151(Ac.) Total runoff= 3.191(CFS) Total area= .1.393(Ac.) Street flow at end of street = 3.191(CFS) Half street flow at end of street = 3.191(CFS) Depth of flow = 0.408(Ft.), Average velocity= 1.788(Ft/s) Flow width (from curb towards crown)= 12.620(Ft.) Process from Point/Station 322:000 to Point/Station 323.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.240(Ft.) Downstream point/station elevation = 71.180(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.191(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.19](CFS) Normal flow depth in pipe = 9.23(In.) Flow top width inside pipe= 14.59(ln.), Critical Depth = 8.64(ln.) Pipe flow velocity = 4.03(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.67 min. Process from Point/Station 323.000 to Point/Station 323.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 1.393(Ac.) Runoff from this stream = 3.191(CFS) Time of concentration = 9.67 min. Rainfall intensity = 2.882(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 3.191 9.67 2.882 Largest stream flow has longer time of concentration Qp = 3.191 + sum of Qp= 3.191 Total of 1 streams to confluence: Flow rates before confluence point: Page 25 1 1 1 1 Effective stream area after confluence = stonefield2 -10- new- 3- 11- 05.out 1.393(Ac.) Process from Point/Station 330:000 to Point/Station 331.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.530(Ft.) Top (of initial area) elevation = 482.900(Ft.) Bottom (of initial area) elevation = 482.000(Ft.) Difference in elevation = 0.900(Ft.) Slope = 0.00753 s(percent)= 0.75 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.026 min. Rainfall intensity = 3.469(In/Hr) fora 10.0 year storm SINGLE FAMILY (IA Acre Lot) Runoff Coefficient = 0.782 l 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.771(CFS) Total initial stream area = 0.284(Ac.) . Pervious area fraction = 0.500 Process from Point/Station 331.000 to Point/Station 332.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 481.500(Ft.) End of street segment elevation = 478.940(Ft.) Length of street segment = 453.060(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 4.164(CFS) Depth of flow = . 0.427(Ft.), Average velocity= 2.055(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.545(Ft.) Flow velocity = 2.05(Ft/s) Travel time = 3.67 min. TC = 10.70 min. Adding area flow to street Page 26 3.191 Area of streams before confluence: 1.393 Results of confluence: Total flow rate = 3.191(CFS) Time of concentration = 9.673 min. 1 1 1 1 Effective stream area after confluence = stonefield2 -10- new- 3- 11- 05.out 1.393(Ac.) Process from Point/Station 330:000 to Point/Station 331.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 119.530(Ft.) Top (of initial area) elevation = 482.900(Ft.) Bottom (of initial area) elevation = 482.000(Ft.) Difference in elevation = 0.900(Ft.) Slope = 0.00753 s(percent)= 0.75 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.026 min. Rainfall intensity = 3.469(In/Hr) fora 10.0 year storm SINGLE FAMILY (IA Acre Lot) Runoff Coefficient = 0.782 l 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.771(CFS) Total initial stream area = 0.284(Ac.) . Pervious area fraction = 0.500 Process from Point/Station 331.000 to Point/Station 332.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation= 481.500(Ft.) End of street segment elevation = 478.940(Ft.) Length of street segment = 453.060(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 = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 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 = 4.164(CFS) Depth of flow = . 0.427(Ft.), Average velocity= 2.055(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.545(Ft.) Flow velocity = 2.05(Ft/s) Travel time = 3.67 min. TC = 10.70 min. Adding area flow to street Page 26 ' stonefield2- 1 0- new -3- I 1- 05.out 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 group D = 0.000 ' RI index for soil(AMC 3) = 52.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.718(In/Hr) for a 10.0 year storm Subarea runoff= 5.165(CFS) for 2.501(Ac.) ' Total runoff= 5.935(CFS) Total area = 2.785(Ac.) Street flow at end of street = 5.935(CFS) Half street flow at end of street = 5.935(CFS) Depth of flow = 0.470(Ft.), Average velocity = 2.233(Ft/s) Flow width (from curb towards crown)= 15.703(Ft.) ' Process from Point/Station 332.000 to Point/Station 323.000 — T * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 71.300(Ft.) ' Downstream point/station elevation= "71.180(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 5.935(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.935(CFS) ' Normal flow depth in pipe= 11.98(In.) Flow top width inside pipe= 16.99(In.) Critical Depth = l 1.29(In.) ' Pipe flow velocity= 4.75(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.78 min. Process from Point/Station 323.000 to Point/Station 323.000 ' * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.785(Ac.) Runoff from this stream = 5.935(CFS) Time of concentration = 10.78 min. Rainfall intensity = 2.706(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.191 9.67 2.882 2 5.935 10.78 2.706 Largest stream flow has longer time of concentration Qp = 5.935 + sum of Qb Ia/Ib 3.191 * 0.939 = 2.996 Qp = 8.932 Total of 2 streams to confluence: Flow rates before confluence point: ' 3.191 5.935 Page 27 stonefi eld2- l 0- new- 3- 11- 05.out Area of streams before confluence: 1.393 2.785 Results of confluence: Total flow rate = 8.932(CFS) Time of concentration= 10.782 min. Effective stream area after confluence = 4.178(Ac.) ++++ Process from Point/Station 323.000 to Point/station 305.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 71.180(Ft.) Downstream point/station elevation = 69.750(Ft.) Pipe length = 286.02(Ft.) Manning's N = 0.013 No. of pipes = 1. Required pipe flow = 8.932(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.932(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 19.67(In.) Critical Depth = 13.34(ln.) Pipe flow velocity = 5.17(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 11.70 min. Process from Point/Station 305.000 to Point/station 305.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The tollowmg data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.178(Ac.) Runoff from this stream = 8.932(CFS) Time of concentration= 11.70 min. Rainfall intensity = 2.581(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.978 13.24 2.402 2 8.932 11.70 2.581 Largest stream flow has longer time of concentration Qp = 10.978 + sum of Qb Ia/Ib 8.932 * 0.931 = 8.315 Qp = 19.294 Total of 2 main streams to confluence: ,. Flow rates before confluence point: 10.978 5.932 Area of streams before confluence: 5.607 4.178 Results of confluence: Total flow rate = 19.294(CFS) Time of concentration = 13.239 min. Effective stream area after confluence = 9.785(Ac.) Page 28 stonefield2 -10- new -3 -11 05.out iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii+- Process from Point/Station 305.000 to Point/Station 207.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 69.750(Ft.) Downstream point/station elevation = 67.160(Ft.) Pipe length = 518.95(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 19.294(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.294(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 18.44(]n.) Pipe flow velocity= 6.21(Ft1s) Travel time through pipe= 1.39 min. Time of concentration (TC) = 14.63 min. Process from Point/Station 207.000 to Point/Station ' 207.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** Process from Point /Station 207.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Page 29 � I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.785(Ac.) Runoff from this stream = 19.294(CFS) Time of concentration = 14.63 min. Rainfall intensity = . 2.267(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In /Hr) Process from Point /Station 207.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Page 29 � I 1 26.049 14.00 2.326 2 19.294 14.63 2.267 Largest stream flow has longer time of concentration Qp = 26.049 + sum of Qb Ia/Ib 19.294 * 0.957 = 18.463 ' Qp = 44.512 Total of 2 main streams to confluence: ' Flow rates before confluence point: 26.049 19.294 Area of streams before confluence: 14.026 9.785 Results of confluence: Total flow rate = 44.512(CFS) ' Time of concentration = 14.000 min. Effective stream area after confluence = 23-811 (Ac.) Process from Point /Station 207.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Page 29 � I ' Process from Point/Station 208.000 to Point/Station 208.000 stonefield2- 10- new -3- I 1- 05.out Upstream point/station elevation = 67.160(Ft.) Downstream point/station elevation = 67.040(Ft.) ' Pipe length = 24.72(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = 44.512(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 44.512(CFS) Normal flow depth in pipe = 28.20(In.) -Flow top width inside pipe= 29.52(In.) Critical Depth = 26.04(In.) ' Pipe flow velocity = 7.49(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 14.06 min. I 1 I i!iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii;iiiiiiiiiiiiiiiiiiiiiiI - Process from Point/Station 400.000 to Point/Station 401.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 55.660(Ft.) Top (of initial area) elevation = 482.930(Ft.) Bottom (of initial area) elevation = 482.190(Ft.) Difference in elevation = 0.740(Ft.) Slope= 0.01330 s(percent)= 1.33 TC = k(0.390) *[(1ength ^3) /(elevation change)] ^0.2 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) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.182(CFS) Total initial stream area = 0.054(Ac.) Pervious area fraction = 0.500 +j!!! 11 -111 F , I T Process from Point/Station 401.000 to Point/Station 402.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.190(Ft.) End of street segment elevation = 477.760(Ft.) Length of street segment = 1146390(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 47.000(Ft.) Page 30 Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.811 (Ac.) Runoff from this stream = ` 44.512(CFS) Time of concentration = 14.06 min. Rainfall intensity = 2.261(In/Hr). I i!iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii;iiiiiiiiiiiiiiiiiiiiiiI - Process from Point/Station 400.000 to Point/Station 401.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 55.660(Ft.) Top (of initial area) elevation = 482.930(Ft.) Bottom (of initial area) elevation = 482.190(Ft.) Difference in elevation = 0.740(Ft.) Slope= 0.01330 s(percent)= 1.33 TC = k(0.390) *[(1ength ^3) /(elevation change)] ^0.2 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) fora 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.182(CFS) Total initial stream area = 0.054(Ac.) Pervious area fraction = 0.500 +j!!! 11 -111 F , I T Process from Point/Station 401.000 to Point/Station 402.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 482.190(Ft.) End of street segment elevation = 477.760(Ft.) Length of street segment = 1146390(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 47.000(Ft.) Page 30 1 1 1 stonefield2 -10- new- 3- 11- 05.out Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 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 =. 20.500(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 = 0.318(CFS) Depth of flow = 0.204(Ft.), Average velocity= 1.266(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.485(Ft.) Flow velocity = 1.27(Ft/s) Travel time = 15.09 min. TC = 20.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.722 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 3) = 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity= 1.886(ln/Hr) fora 10.0 year storm Subarea runoff = 2.037(CFS) for 1.495(Ac.) Total runoff= 2.219(CFS) Total area 1.549(Ac.) Street flow at end of street = 2.219(CFS) Half street flow at end of street = 2.219(CFS) Depth of flow = 0.420(Ft.), Average velocity = 2.042(Ft/s) Flow width (from curb towards crowns 5.252(Ft.) ++++;++++ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1+++ Process from Point/Station 402.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 67.690(Ft.) Downstream point/station elevation = 67.040(Ft.) Pipe length = 129.79(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.219(CFS) Nearest computed pipe diameter = 12.00(ln.) Calculated individual pipe flow = 2.219(CFS) Normal flow depth in pipe = 8.74(ln.) Flow top width inside pipe = 10.67(In.) Critical Depth = 7.64(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe= 0.60 min. Time of concentration (TC) = 20.69 min. Process from Point/Station. 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.549(Ac.) Runoff from this stream = 2.219(CFS) Time of concentration = 20.69 min. Page 31 sionefield2 -l0- new- 3- 11- 05.out Rainfall intensity = 1.854(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 29.653 14.69 2.261 2 2.219 20.69 1.854 Largest stream flow has longer or shorter time of concentration ' Qp = 29.653 + sum of Qa Tb/Ta 2.219* 0.710= 1.576 Qp = 31.229 Total of 2 streams to confluence: ' Flow rates before confluence point: 29.653 2119 Area of streams before confluence: 15.392 1.549 Results of confluence: Total flow rate = 31.229(CFS) Time of concentration = 14.693 min. Effective stream area after confluence = 16.941(Ac.) Process from Point /Station 208.000 to Point/station 209.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** . Upstream point/station elevation = 67.040(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 8.75(Ft.) Mannins s N = 0.013 ' No. of pipes = l Required pipe flow= 3 L229(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 31.229(CFS) . Normal flow depth in pipe = 23.86(In.) Flow top width inside pipe = 29.54(In.) ' Critical Depth = 22.30(ln.) Pipe flow velocity = 6.78(Ft/s) Travel time through pipe = 0.02 min. ' Time of concentration (TC)'—_ 14.71 min. Process from Point/Station 209.000 to Point/Station 209.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow. area = 16.941(Ac.) Runoff from this stream = 31.229(CFS) Time of concentration = 14.71 min. Rainfall intensity = 2.260(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (nvn) (In/Hr) 1 - 1 . 31.229 14.71 2.260 Largest stream flow has longer time of concentration ; ' Page 32 L l� L n 1 1 Qp = 31.229 + sum of Qp = 31.229 - Total of 1 streams to confluence: Flow rates before confluence point: 31.229, Area of streams before confluence: 16.941 Results of confluence: Total flow rate = 31.229(CFS) Time of concentration= 14.715 min. Effective stream area after confluence = stonefield2- 10- new-3 -1 1- 05.out 16.941(Ac.) Process from Point/Station 420.000 to Point/Station 421.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 64.660(Ft.) Top (of initial area) elevation = 481.330(Ft.) Bottom (of initial area) elevation = 479.940(Ft.) Difference in elevation = 1.390(Ft.) Slope = 0.02150 s(percent)= 2.15 TC = k(0.390) *[(length ^3) /(elevation change)] ^0.2 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) far a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 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 3)'= 52.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.213(CFS) Total initial stream area = 0.063(Ac.) Pervious area fraction = 0.500 Process from Point/Station 421.000 to Point/Station 422.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 479.940(Ft.) End of street segment elevation = 478.180(Ft.) Length of street segment = 419.800(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 55.000(Ft.) Distance from crown to crossfall grade break = 41.000(Ft.) Slope from gutter to grade break (v/hz) _ .0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] sides) of the street Distance from curb to property line = 11.500(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 Page 33 Process from Point/Station 422.000 to Point/Station 422.000 * * ** CONFLUENCE OF MINOR STREAMS * * *° ' stonefield2 -10- new -3 -1 1- 05.out ' Estimated mean flow rate at midpoint of street = 0.269(CFS) Depth of flow = 0.189(Ft.), Average velocity= 1.253(Ft/s) ' Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width = 2.286(Ft.) Flow velocity, = 1.25(Ft/s) Travel time = 5.58 min. TC = 10.58 min. ' Adding area flow to street 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 group D = 0.000 ' RI index for soil(AMC 3) = 52.00 Pervious area fraction =, 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.736(In /Hr) fora 10.0 year storm Subarea runoff= I. 100 (CFS) for 0.529(Ac.) Total runoff= 1.313(CFS) Total area 0.592(Ac.) Street flow at end of street = 1.313(CFS) Half street flow at end of street = 1.313(CFS). ' Depth of flow = 0.341(Ft:), Average velocity= 1.849(Fds) Flow width (from curb towards crown)= 4.235(Ft.) Process from Point/Station 422.000 to Point/Station 422.000 * * ** CONFLUENCE OF MINOR STREAMS * * *° Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 0.592(Ac.) Runoff from this stream = 1.313(CFS) Time of concentration= 10.58 min. Rainfall intensity= 2.736(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 1.313 10.58 2.736 Largest stream flow has longer time of concentration Qp = 1.313 + sum of Qp = 1.313 Total of 1 streams to confluence: Flow rates before confluence point: 1.313 Area of streams before confluence: 0.592 Results of confluence: ' Total flow rate = 1.313(CFS) Time of concentration= 10.582 min. Effective stream area after confluence = 0.592(Ac.) End of computations, total study area = 25.95 (Ac.) ' The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 ' Page 34 J. STONEFIELD2 -10- NEW- 7- 15- 05.out Bottom (of initial area) elevation 480.050(Ft.) Difference in elevation = 1.200(Ft.) Slope= 0.0.1145 s(percent)= 1.14 ; TC = k(0.390) *[(length 13) /(elevation change)] ^0.2 Page 35 Initial area time of concentration = 6.131 min. Rainfall intensity = 1755(In/Hr) "fora 10.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.789 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 3) = 52:00 Pervious area fraction =, 0.500; Impervious fraction = 0.500 ' Initial subarea runoff= 0.385(CFS), Total initial stream area= ,' 0.130(Ac.) Pervious area fraction = 0.500 1 ' Process from Point/Station 501.000 to Point/Station 501.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = " 0.130(Ac.) Runoff from this stream = 0.385(CFS) ' Time of concentration = 6.13 nun. Rainfall intensity= 3.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 1 " No. (CFS) (min) (In/Hr) 1 0.385 6.13 3.155 ' Largest stream flow has longer time of concentration Qp = 0.385 + sum of Qp = 0.385 ' Total of 1 streams to confluence: Flow rates before confluence point: 0.385 Area of streams before confluence: ' .0.130 Results of confluence: Total flow rate= ' 0.385(CFS) Time of concentration = 6.131 min. ' Effective stream area after confluence = 0.130(Ac.) End of computations, total study area = 26.08 (Ac.) The following figures may 1 be used for a unit hydrograph study of the same area Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 - Page 35 ' STONEFIEL.D2- 100 - NEW- 7- 15- 05.out be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 _ - ' Area averaged RI index number = 32.0 1 ' 1 CATCH BASI N DESIGN J DATE: 12/15/2004 JOB NO: 305402 PROJECT`: PISTA DE DORADO DEVELOPMENT BY: JLS ' RE: ON -SITE CATCH BASIN CALCULATIONS SIDE OPENING SUMP BASIN CALCULATIONS: 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"H1•5 (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 b (ft) Q cfs) 4.00- 10.1' 8.00 20.1 1 1 1 l _ ' Cross-Section Cross Section for Irregular Channel 1 Project Description Worksheet Typical Section - 40' i .Flow Element Irregular Channel Method Manning's Formula Solve For Discharge ' Section Data Mannings Coefficiei 0.015 Channel Slope 0.005000 ft/ft Water Surface Elev. 100.20'ft ' Elevation Range .50 to 100.20 Discharge 59.69 cfs , I ,10 ' 99.50 -0 +10.0 0 +00.0 0 +10.0 0 +20.0 0 +30.0 0 +40.0 0 +50.0 V:4.0L H:1 NTS Project Engineer. TKC Utah k: \305402 \engr \road capacity.fm2 Thompson- Hyseit Engineers 03/21/05 11.:16:52 AM • © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA FlowMaster v7.0 17.00053 +1- 203 - 755 -1666 Page 1 of 1 ' Cross Section Cross Section for Irregular Channel Project Description 100.00 ' 99.80 . 99.50 0 +00.0 0 +05.0 0 +10.0 0 +15.0 0 +20.0 0 +25.0 0 +30.0 0 +35.0 0 +40,0 i V :4.0 N H:1 N TS Project Engineer: TKC_Utah ' k: \305402 \engr \road capacity.frn2 Thompson - Hysell Engineers FlowMaster v7.0 [7.0005] 03/11/05 10:29:39 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet Flow Element Typical Section - 40'1 Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficiei 0.015 Channel Slope 0.005000 ft/ft Water Surface Elev. 100.00 ft Elevation Range .50 to 100.00 Discharge 21.66 cfs 100.00 ' 99.80 . 99.50 0 +00.0 0 +05.0 0 +10.0 0 +15.0 0 +20.0 0 +25.0 0 +30.0 0 +35.0 0 +40,0 i V :4.0 N H:1 N TS Project Engineer: TKC_Utah ' k: \305402 \engr \road capacity.frn2 Thompson - Hysell Engineers FlowMaster v7.0 [7.0005] 03/11/05 10:29:39 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Options 1 Current Roughness Methc)ved Lotter's Method Open Channel Weighting ived Lotter's Method Closed Channel Weighting Horton's Method ' Results Mannings Coeffic 0.015 - P r Project Description Elevation Range .50 to 100.00 Worksheet Typical Section - 40' 1 Flow Area 8.6 ft= Flow Element Irregular Channel Top Width 40.00 ft Method Manning's Formula_ Solve For Discharge ' Input Data , Velocity Head 0.10 ft Channel Slope 005000 ft/ft Water Surface Elev. 100.00 ft Options 1 Current Roughness Methc)ved Lotter's Method Open Channel Weighting ived Lotter's Method Closed Channel Weighting Horton's Method ' Results Mannings Coeffic 0.015 - Elevation Range .50 to 100.00 ; Discharge 21.66 cfs Flow Area 8.6 ft= Wetted Perimetei 40.18 ft Top Width 40.00 ft Actual Depth 0.50 ft Critical Elevation 99.50 ft Critical Slope 0.000000 ftift Velocity 2.51 Ws Velocity Head 0.10 ft Specific Energy 1100.10 ft Froude Number 0.95 Flow Type Subcritical ' Roughness Segments Start End Mannings , Station Station Coefficient 0 +00.0 0 +40.0 0.015 Natural Channel Points Y Station ' Elevation (ft) (ft) 0 +00.0 100.00 0 +01.5 99.50 0 +02.5 99.63 0 +20.0 99.97 0 +37.5 99.63 ' 0 +38.5 99.50 0 +40.0 100.00 Worksheet Worksheet for Irregular Channel Project Engineer: TKC_Utah k: \305402 \engr \road capacity.fm2 Thompson- Hysell Engineers FlowMaster v7.0 [7.0005] 03/11/05 10 :29:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 _ Page 1 of 1 I� CS _ t o monroe street.OUT CHANNEL FLOW CALCULATIONS * * * # ** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope= .004000 (Ft./Ft.) = .4000% Given Flow Rate = 2.29 Cubic Feet/Second 1 * ** OPEN CHANNEL FLOW - IRREGULAR CHANNEL * ** ' NOTE: Elevation values adjusted so minimim elevation or invert elevation is set to ZERO feet IRREGULAR CHANNEL INFORMATION - Information Entered for Subchannel Number 1 Point number "X" Coordinate "Y" Coordinate 1 .00 100.00 2 .50 99.50 3 2.50 99.67 4 34.50 100.31 Mannings "n" Friction Factor= .015 Subchannel Flow, Calc. = 2.29 (CFS) Subchannel Flow Top Widih(Ft.) = 11.64 Subchannel Flow Velocity(Ft. /Sec.) = 1.561 Subchannel Flow Area(Sq. Ft.) = 1.47 Subchannel Froude Number = .775 Computed Irregular Channel Flow = 2.29 (CFS) Irregular Channel Normal Depth Above Invert Elev. (Ft.) _ .36 Average velocity of channel(s)(Ft. /Sec.) = 1.56 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top. Width(Ft.) = 10.36 Subchannel Critical Flow Velocity(Ft. /Sec.) = 1.924 Subchannel Critical Flow Area(Sq. Ft.) = 1.19 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .331 0 CHANNEL CROSS - SECTION PLOT # # # # # # # # # # # # #M # # # # * # # ## Depth of flow = .36 Feet ,= "W" Critical depth for Channel No. I= .33 Feet, = "c" X (Feet) Y(Feet) Y- Axis=> 99.5 99.7 99.9 100.0 100.3 ---------- -- --------------------------- ---------------------------------- ..00 .50 I .. I I X I 1.00 .04 I X cW I 2.00 ..13 I X cW I Page 1 i - - f � monroe street.0[1T 3.00 .1.8 I X I cW I I 4.00 .20 I XI cW I I I 5.00 .22 1 X cW I I I 6.00 .24 I IX cW I I I 7:00 .26 I I X cW I I I 8.00 .28 I i X cW I I I 9.00 .30 I I X cW I 10.00 .32 I I XCW I 1 1 11.00 .34 I I XW I I '12.00 .36 I I X I I I 13.00 .38 I I X I 14.00 .40 ( 1 XI I I 15.00 .42 I I X 1 1 16.00 .44 1 1 PC 1 1 17.00 .46 I I 1 X I I 18.00 .48 I I I X I I 19.00 .50 I I, I X I I 20.00 .52 I I I X I I 21.00 .54 I I I X I 1 22.00 .56 I I I X I I 23.00 .58 1 I I X 24.00 .60 I I 1 X1 I 25.00 .62 1 I 1 X 26.00 .64 I I 1 IX I 27.00 .66 I' I I I X I 28.00 .68 I I I I X -1 29.00 .70 I I I I X I 30.00 .72 I I I I X I 31.00 .74 I I 1 I X I 32.00 .76 I ( I I X I 33.00 .78 I I I 1 X I 34.00 .80 I I 1 1 XI f � T Page 2 3 - 1 _ HYDRAULIC ELEMENTS 1 I PROGRAM PACKAGE ' (C) Copyright 1982 -2003 Advanced Engineering•Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1535 ' Analysis prepared by: The Keith Companies ------------------------------------------------------------------------ TIME /DATE OF STUDY: 10:28 03/11/2005 Problem Descriptions: Monroe Street y >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ----------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of ' Public Roads nomograph plots for flowby basins and sump basins. ' STREETFLOW(CFS) = 2.29 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 --------------------- --- - - - - -- -------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.67 0.33' 1.00 0.49 1.50 0.72 2.00 0.95 2.50 1.15 3:00 1.33 ' 3.50 1.50 4.00 1.67 4.50 1.80 ' 5.00 1.92 5.50 2.04 6.00 2.15 6.50 2.25 6.68 2.29 l 0 1 Scenario: Base Q t oo ' 0.6`E to - 0.3ct 0. C. o. 13 ac, . 1 A -d H6t -goo CS "`� 1 1 rL _ A I f A-` 1 - F1 Witco - S.t�c�`s O,�►�c+.c ��. � C1toa -'f 13 c S Kra- tao _ r L = 'G ^'? SQ i �eei S' f 1' 1 _ • 55� mat �-�. — H G � coo. '• �G.B� t - - • c GB `-41 ;,fir C,O 5 or 1 a C. _ j f � HG (- It 1 ton'- 13.'i2lCF5 SO 0 g , r4- �,�i•6 3 5tf C?t�o =.tic,? 1 - - - p.tdnt ff•' E _ { iCat...�oa = m6d �\ 5� t•..�r.z. �• _ , .. - • GQ - l oa _ 1, n 5C) L -iwZ f�( i-tGi, ivG = .'4ft.6?- ,D La-E G-.t 5C Lt-z F6 G�• tU . h Otocz = �.Qa.ceg GL G+ct - '(Gt.C7 Q�ea �: °`tGej t�,'�6aw f-{(�L.suc� = 3.60 FL ` �`6,C I r L = r`4.14 ! _ Project Engineer. TKC -Utah . k:1305402Lengr1305d02 storm - new- 7- 5- 05.stm Thompson- Hysel! Engineers - H G t Coo. - � (.(91 StormCAO v_ 5.5 15.50031: 07106!05 09:45:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1 -203- 755 -1666 L Page 1 of 1• . A B C D 1 RCFCD SYNTHETIC UNIT HYDR ®GRAPH 2 DATA INPUT -SHEET 3 4 WORKSHEET PREPARED BY: JLS- 6 PROJECT NAME Strinefi4ld 40 Acres .Retention Rasin- 7 TKC JOB # 8 9 CONCENTRATION POINT DESIGN_ ATION 10 AREA DESIGNATION 11 12 TRIBUTARY AREAS 13 14 COMMERCIAL 15 PAVING /HARDSCAPE 16 SF - 1 ACRE 17 SF - 1 /2 ACRE 18 SF - 1/4 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) -27 RETENTION BASIN ON =SlTE ACRES 25 28 LENGTH OF WATERCOURSE (L) 72.1 1600 29 LENGTH TO POINT OPPOSITE CENTROID (Lca) .74.1 8001. 30 25092.75 76.11 31 ELEVATION OF HEADWATER 84 32 ELEVATION OF CONCENTRATION P_ OINT 33 34 AVERAGE MANN INGS'N' VALUE 0.;02 35 36 STORM FREQUENCY (YEAR) .. .................�.:.. 100. 38 POINT RAIN 39 3 -HOUR 2.2 40 6 -HOUR 2.75 71— 4.5 42 43 IBASIN CHARACTERISTICS: ELEVATION PERCOLATION RATE (in /hr) DRYWELL DATA NUMBER USED PERCOLATION RATE (cfs) AREA . 71.1 13845:18 72.1 16540.4.9 73.1. 1931:3.53 .74.1 22164.28 75.1 25092.75 76.11 28098.95 77.11' � 1 . Ic Pista De Dorado Development JOB #: 3054.02 DATE 14- Mar -05 RETENTION BASIN TIME FLOW VOLUME TOTAL IN IN IN BASIN (min) cfs (cult ) (cuft) PERC OUT (cult) TOTAL IN BASIN BASIN DEPTH cult ft BALANCE IN BASIN (cuft ) , I (acre -ft 0 1 5.671 170 170 0 170.01 71.1 170.02 0.00 1 2 11.33 510 680 0 680.1 71.1 680.09 0.02 2 3 17.00 850 1530 0 1530.2 71.2 1530.20 0.04 3 4 22.67 1190 2720 0 2720.4 71.3 2720.36 0.06 4 5 28.34 1530 4251 0 4250.6 71.4 4250.56 0.10 5 6 34.00 1870 6121 0 6120.8 71.5 6120.81 0.14 6 7 39.67 221'0 8331 0 8331-11 71.6 8331.10 0.19 7 8 45.34 2550 10881 0 10881.4 71.8 10881.43 0.25 8 9 51.01 2890 13772 0 13771.8 72.0 13771.81 0.32 9 10 56.67 3230 17002 0 17002.2 72.2 17002.24 0.39 10 11 62.34 3570 20573 0 20572.7 72.41, 20572.71 0.47 11 12 68.01 3911 24483 0 24483.2 72.61 24483.22 0.56 12 13 73.68 4251 28734 1 0 1 28733.8 72.91 28733.78 0.66 13 14 74.33 4502 33236 j 0 1 33235.6 73.11 33235.61 0.76 14 15 71.491 4375 37610 1 0 37610.3 73.31 37610.28 0.86 15 16 68.661 4205 41815 1 0 41814.9 73.51 41814.94 0.96 16 17 65.83 4035 45850 0 45849.6 73.7 45849.571 1.05 17 18 62.99 3865 49714 0 49714.2 73.9 49714.181 1.14 18 19 60.16 3695 53409 0 53408.8 74.1 53408.76 1.23 19 20 57.33 3525 56933 0 56933.3 74.2 56933.33 1.31 20 21 54.49 3355 60288 0 60287.9 74.4 60287.87 1.38 21 22 51.661 3185 63472 0 63472.41 74.51 63472.39 1.46 22 23 48.82 3014 66487 0 66486.9 74.61 66486.88 1.53 23 24 45.99 2844 69331 0 69331.4 74.81 69331.36 1.59 24 25 43.16 2674 72006 0 72005.8 74.9 72005.81 1.65 .25 26 40.32 2504 74510 0 74510.2 75.0 74510.24 1.71 26 27 37.49 2334 76845 0 76844.6 75.1 76844.65 1.76 27 28 34.661 2164 79009 0 79009.01 75.3 79009.03 1.81 28 29 31.82 1994 81003 0 81003.4 75.3 81003:39 1.86 29 30 28.99 1824 82828 0 82827.7 75.4 82827.73 1.90 30 31 26.16 1654 84482 0 84482.1 75.4 84482.05 1.94 31 32 23.32 1484 85966 0 85966.3 75.5 85966.35 1.97 32 33 20.49 1314 87281 0 87280.6 75.51 87280.621 2.00 33 34 17.65 1144 88425 0 88424.91 75.61 88424.871 2.03 34 35 1 14.821 974 1 89399 0 89399.1 75.6 89399.10 2.05 35 36 11.991 804 1 90203 0 90203.3 75.6 90203.30 2.07 36. 37 9.15 634 90837 0 90837.5 75.7 90837.49 2.09 37 38 6.32 464 91302 0 91301.6 75.7 91301.65 2.10 38 39 3.49 294 91596 0 91595.8 75.7 91595.79 2.10 39 40 0.65 124 91720 0 .91719.91 75.71 91719.90 2.11 40 41 0.00 0 91674 0 91674.0 75.7 91674.00 2.10 41 42 0.001 0 91458 0 91458.1 75.7 91458.07 2.10 42 43 0.00 0 9'1072 0 91072.1 75.7 91072.12 2.09 43 44 0.00 0 90516 0 90516.1 75.6 90516.14 2.08 .44 45 0.00 0 89790 0 89790.1 75.6 89790.15 2.06 45 46 0.00 0 88894 0 88894.1 75.6 88894.13 2.04 46 47 0.00 0 87828 0 87828.1 75.6 87828.09 2.02 47 48 0.00 0 -86592 0 86592.0 75.5 86592.03 1.99 48 49 0.00 0 85186 0 85185.9 75.5 85185.94 1.96 49 50 0.00 0 83610 0 83609.8 75.4 83609.84 1.92 50 51 0.00 0 81864 0 81863.7 75.4 81863.71 1.88 51 52 0.00 0 79948 0 79947.6 75.3 79947.55 1.84 52 53 0.00 0 77861 0 77861.4 75.2 77861.38 1.79 53 54 0.00 0 75605 0 75605.2 75.0 75605.18 1.74 54 55 0.001 0 73179 0 73179.0 74.9 73178.96 1.68 55 56 0.00 0 70583 0 70582.7 74.8 70582.72 1.62 56 57 0.00 0 67816 0 67816.5 74.7 67816.461 1.56 57 1 58 0.00 0 64880 0 64880.2 74.6 64880.17 1.49 58 59 0.00 0 61774 0 61773.9 74.41 61773.861 1.42 59 60 0.00 0 58498 0 58497.5 74.3 58497.53 1.34 Calculation Results Summary Scenario: Base >>>> Info: Subsurface Network Rooted by: OUTLET -LOT Q -2 >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. >>>> Info: Subsurface Network Rooted by: OUTLET -LOT Q >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. >>>> Info: Subsurface Network Rooted by: OUTLET -LOT R >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet ( Inlet I Total I Total ( Capture I Gutter ( Gutter I ( ( Type ( Shape ( (ft) I System Intercepted J Bypassed ( Efficiency ( Spread ( Depth I I I I I Flow ( Flow ( Flow ( M ( (ft) I (ft) I I I 1------- I I I (cfs) I ( (cfs) I (cfs) ( I I I I--------------- CB -4 I Generic 1---------------------- Inlet ( Generic Default I------------- 100% I I---------- 4.23 I I-------- 0.00 I ---- I---- 100.0 I ---- 0.00 I--- - - - - -( I 0.00 1 ( CB -12 I Generic Inlet I Generic Default 100% I 4.19 I 0.00 I 100.0 I 0.00 I 0.00 ( CS -11.,1 Generic Inlet I Generic Default 100% I 2.32 ( 0.00 I 100.0 ( 0.00 I 0.00 I ( CB -10 ( Generic Inlet ( Generic Default 100% ( 9.91 ( 0.00 , 100.0 ( 0.00 ( 0.00 (. CB -9 ( Generic Inlet I Generic Default 100% I 6.95 ( 0.00 ( 100.0 ( 0.00 ( 0.00 I CB -7 ( Generic Inlet I Generic Default 100% I 10.22 ( 0.00 1 100.0 ( 0.00 ( 0.00 CB -8 ( Generic Inlet I Generic Default 100% ( 5.44 1 0.00 I 100.0 I 0.00 i 0.00 I CB -6 Generic Inlet ( Generic Default 1006 ( 5.51 ( 0.00 ( 100.0 ( 0.00 ( 0.00 CB -5 ( Generic Inlet ( Generic. Default 100% 1 10.29 I 0.00 I 100.0 I 0.00 I 0.00 I CB -2 ( Generic Inlet ( Generic Default 100% ( 11.80 ( 0.00 I 100.0 I 0.00 I 0.00 I C13-1 ( Generic Inlet ( Generic Default 100% ( 11.67 I 0.00 I 100.0 I 0.00 I 0.00 I CB -19 I Generic Inlet ( Generic Default 100% I 2.29 I 0.00 I 100.0 I 0.00 I 0.00 CB -3 I Generic Inlet I Generic Default 100* I 3.99 I 0.00 ( 100.0 I 0.00 I 0.00 1 CB -13 I Generic Inlet ( Generic Default 100% ( 9.48 ( 0.00 ( 100.0 ( 0.00 I 0.00 ( CB -14 ( Generic Inlet ( Generic Default 100% 8.52 ( 0.00 ( 100.0 ( 0.00 ( 0.00 CB -15 ( Generic Inlet I Generic Default 100% ( 5.17 I 0.00 I 100.0 ( 0.00 I 0.00 I CB -16 I Generic Inlet I Generic Default 100% I 3.87 I 0.00 I 100.0 I 0.00 I 0.00 I CB -17 I Generic Inlet I Generic Default 100% I 13.72 I 0.00 ( 100.0 I 0.00 I 0.00 I CB -18 --------------------------------------------------------------------------- Generic Inlet Generic Default 100% ( 3.41 ( 0.00 ( 100.0 --------------- ( 0.00 -------- ( 0.00 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET -LOT Q ( Label Number Section Section ( Length I Total I Average I Hydraulic I Hydraulic I of I Size ( Shape ( (ft) I System (_Velocity I Grade I Grade I I I Sections I I I I Flow I (ft /s) I Upstream I Downstream 1 I I c I I I I (cfs) I I (ft) I (ft) I I---------- I LINE B -1 I---------- I--------- 1 1 142 1---------- inch I I-------- Circular I 10.00 I-------- 1 76.39 I---------- I 7.94 I----------- 1 476.09 I------- - - - - -I 1 476.06 1 LINE C -1 1 1 136 inch I Circular I 25.97 I 76.39 1 10.81 1 471.80 I 471.60 1 I LINE D -1 ( 1 ( 30 inch ( Circular ( 502.55 ( 33.04 ( 6.73 ( 475.18 1 473.25 LINE C -2 I 1 136 inch I Circular I 14..03 I 44.80 I 6.34 1 473.29 ( 473.25 1 LINE D -2 I 1 1 24 inch I Circular I 21.16 I 18.81 I 5.99 1 475.83.1 475.75 i LINE F I 1 1.24 inch I Circular 1 268.76 i 15.37 I 4.89 I 476.48 I 475.75 I'LINE C -3 I 1 1 36 inch 1 Circular I 9.26 1 33.00 1 4.67 I 473.62 1 473.60 i 1 LINE E -1 1 '1 118 inch I Circular I, 76.91 1 4.23 I 2.39 1 476.35 I 476.26 i LINE D -3 I 1 124 inch I Circular I' 93.58 I 15.22 1 4.84 I 476.53 I 476.28 I Project Engineer: TKC_Utah k: \305402 \engr\305402 storm - new- 7- 5- 05.stm Thompson- Hysell Engineers StormCAD v5.5 [5.5003] e 07/06/05 09:46:18 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 3 e Calculation Results.Summary LINE F -2 l 118 3.08 I inch Circular LAT F -1 l 118 5.79 I inch Circular LINE C -4 l 118 6.61 I inch Circular LINE G -1 1 30 inch Circular LINE E -2 l i 18 inch Circular LAT D -1 , 1 , 18 inch Circular LINE D -4 l 124 inch Circular LINE 14-1 1 124 inch Circular LINE G -2 l 124 inch Circular LAT H -1 l 118 inch I Circular LINE H -2 l 118 inch Circular LAT G -1 l 124 inch Circular LINE G -3 ------------------------------------- l 124 inch Circular - - - - -- 29.38 I 5.44 I 3.08 I 476.83 476.78 33.94.1 10.22 I 5.79 I 476.97 476.78 47.66 I 11.67 1 , 6.61 I 474.24 473.89 514.27 1 22.19 1 9.32 I 474.67 j 473.89 165.32 I 4.23 I 2.39 I 476.67 476.40 I 43.13 I 5.51 I 3.12 .J 476.89 I 476.82 I 33.19 I 10.29 3.28 I 476.86 1 476.82 I 238.01 I 6.36 6.10 I 475.32 I 475.23 217.80 I 16.39 7.34 I 475.62 1 475.23 43.13 2.32 4.45 I 475.59 I 475.60 33.19 4.19 5.32 I 475.58 1 475.60 `I 43.13 6.95 6.00 I 476 _19 1 476.17 33.19 ------------------ 9.91 I ------------------------------------- 6.45 I 476.20 I 476.17 Label Total Ground Hydraulic Hydraulic Average System Elevation Grade Grade j (ft) Flow (ft) Line In Line Out ------ - (cfs) , I (ft) I (ft) -- (f t) -- - - - -- OUTLET -LOT Q -- - - - - -- I 76.39 ------------ 471.10 ----- - - - - 476.06 I ------ - - - - -I 476.06 I I J -19 76.39 471.60 I 472.09 471.60 I J -2 I 76.39 476.44 473.25 471.80 I J -6 33.04 ` 478.80 475.75 ` 475.18 CB -2 I 44.80 476.44 473.60 473.29 J -7 18.81 479.10'1 476.28 475.83 I J -10 15.37 I 478.54 476.78 476.48 J -1 33.00 I 476.44 473.89 ( 473.62 J-9 4.23 477.60 476.40 476.35 I J -8 15.22 I 478.71 476.82 I 476.53 CB -8 5.44 478.54 476.90 476.83 CB -7 �, 10.22 478.54 477.23 476.97 I CB -1 11.67 476.44 474.57 474.24 I J -3 I 22.19 I 478.60 I 475.23 I. 474.67 CB -4 I 4.23 I 478.23 476.71 I 476.67 CB -6 I 5.51 I 478.71 476.97 I 476.89 CB -5 10.29 I 478.71 476.95 I 476.86 I J-5 6.36 478.77 I 475.60 . 475.32 I I J -4 I 16.39 477.74 476.17 475.62 CB -11 2.32 478.86 475.62 475.59 CB -12 4.19 478.86 I 475.67 I 475.58 CB -9 6.95 477.81 I 476.23 I 476.19 CB -10 ------------------------------------ 9.91 I 477.81 I 476.28 -------- ----------- I 476.20 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET -LOT Q -2 Label Number Section Section Length Total Average Hydraulic I Grade I of Size Shape (ft) System Velocity Grade j Sections j (cfs) I I (ft) I Flow (ft /s) Upstream = Project Engineer: TKC_Utah (cfs) k: \305402 \engr\305402 storm- new- 7- 5- 05.stm (ft) ---- - - - - -- LINE A -1 ---------- --=------ I---- l 118 inch - - - -- Circular -- - - - - -- I 6.60 -- - - - - -- 6.28 ----------{----- 3.55 - - - - -- 474.12 LAT A -1 l 118 inch I Circular I 86.90'1 2.29 I 7.80 I 471.91 LINE A -2 I 1 118 inch I Circular I 54.00 I 3.99 I 9.15 I 471.13 Hydraulic Grade Downstream (ft) 474.10 471.10 471.10 I Label I Total I Ground I Hydraulic I Hydraulic System I Elevation I Grade I Grade I" I Flow. • I (ft) I Line In I Line Out I (cfs) I I (ft) I (ft) I Project Engineer: TKC_Utah 3 k: \305402 \engr\305402 storm- new- 7- 5- 05.stm Thompson- Hysell.Engineers StormCAD v5.5 [5.5003] ,! 07/06/05 09:46:18 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 3 ' Calculation Results Summary a- - OUTLET -LOT Q -2 I .6.28 1 471.10 1 474.10 474.10 ' J -15 6.28 471.10 1 471.20 471.10 1 CB -19 2.29 477.85 472.02 1 471.91 \ I CB -3 --------------------------------------------------------------- 3.99 477.36 I 471.19 471.13 y CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET -LOT R ' Label Number Section Section Length Total Average Hydraulic Hydraulic t of Sections Size Shape (ft) System Flow velocity (ft /s) Grade Upstream Grade Downstream ' ---- (cfs) (ft) (ft) t - - - - -- I LINE I -1 LINE I -2 ---- - - - - -- --- 1. 1 36 36 - - - - -- ------------ - - - - -- inch Circular 10.00 inch Circular 22.00 -- - - - - -- 38.66 38.66 ---- - - - - -- 5.47 23.91 ----- - - - - -- 477.49 •473.17 ------- - - - - -1 477.47 472.60 LINE I -3 1.1 18 inch I Circular 1 8.00 1 16.53 1 9.35 1 474.01 1 473.90 �. LINE J -1 1 1 36 inch I Circular 1 100.54 1 24.91 1 11.09 1 473.90 1 473.90 I LINE I-41 .... -. ._,,1 1 18 inch I Circular 1 37.00 1 13.72 1 7.76 1 475.07 1 474.69 i LINE J_2'1 1 1 30'inch I Circular 1.100.00 1 24.91 1 11.17 1 475.37 1 473.78 I LINE J -3 I 1 124 inch I Circular I 26.01 1 24.91 I 10.83 I 475.96 1 475.75 1 LINE J -4 1 1 124 inch I Circular I 26.00 1 22.82 1 7.27 1 477.02 1 476.86 i LAT J -1 I 1 1 18 inch I Circular 1 44.55 I 3.87 1 2.19 ( 476.90 1 476.86 I I LAT J -2 I 1 1 18 inch I Circular I 7.78 1 5.17 1 2.93 1 477.68 I 477.67 1 ' I LINE J -5 1 1 124 inch I Circular 1 301.41 1 17.65 I 5.62 1 478.76 1 477.67 1 I LAT J -3 1 1 1.24 inch I Circular 1 43.13 1 9.48 1 3.02 1 479.20 1 479.15 1 I LINE J -6 1 1 1 24 inch I Circular 1 33.19 1 8.52 1 2.71 1 479.18 1 479.15 1 j -------------------------------------------------7------------------------------------------------ 1 Label 1 Total 1 -Ground 1 Hydraulic 1 Hydraulic 1 1 1 System 1 Elevation 1 Grade I Grade 1 Flow 1 (ft) I Line In I.Line Out I I i (cfs) I 1 (ft) I (ft) I 1-------------- OUTLET -LOT I --------- R I 38.66 1----------- 1 I----------- I ----------- 472.60 1 477.47 1 I 477.47 1 J -20 1 38.66 1 472.60 1 472.83 1 472.60 1 I J -11 I 38.66 1 477.60 1 473.90 1 473.17 1 I CB -18 1 .16.53 I 478.46 1 474.69 1 474.01 1 i J -22' ( 24.91 I 479.00 i 474.22 I 473.90 1 CB -17 1 13.72 1 478.46 I 475.53 i 475.07 I J -21 1 24.91 I 479.00 1 475.75 1 475.37 1 1 J -12 I 24.91 i 478.70 1 476.86 I 475.96 1 J -13 1 22.82 I 478.70 1 477.67 1 477.02 i 1 CB -16 1. -_ 3.87 1 478.27 1 476.93 I 476.90 I 1 CB -15 1 5.17 1 478.27 I 477.75 1 477.68 1. 1 J -14 1 17.65 1 479.77 I 479.15 1 478.76 I 1 CB -13 I 9.48 1 479.84 I 479.27 1 479.20 I ' I CB -14 ------------------------------------------------------------- 1 8.52 I 479.84 1 479.24 I 479.18 1 Completed: 07/06/2005 09:46:00 AM Project Engineer: TKC_Utah ° k: 1305402\engr \305402 storm- new- 7- 5- 05.stm Thompson - Hysell Engineers StormCAD v5.5 [5.5003] 07/06/05 09:46:18 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 3 of 3 Scenario: Base NODE REPORT- CA+RMEL A 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 (ft) OUTLET -LOT Q 471.10 471.10 466.05 476.06 476.06 J -19 471.60 471.60 466.10 472.09 471.60 CB-4 0.00 0.00 478.23 478.23 474.73 476.71 476.67 J -9 477.60 477.60 473.90 476.40 476.35 CB -12 0.00 .. 0.00 478.86 478.86 474.60 475.67 475.58 CB -11 0.00 0.00 478.86 478.86 474.64 475.62 475.59 J -5 478.77 478.77 474.43 475.60 475.32 CB -10 0.00 0.00 477.81 477.81 474.32 476.28 476.20 CB -9 0.00 0.00 477.81 477.81 474.38 476.23 476.19 J-4 477.74 477.74 474.16 476.17 475.62 J -2 476.44 476.44 466.88 473.25 471.80 J -6 478.80 478.80 469.35 475.75 475.18 J -10 478.54 478.54 470.78 476.78 476.48 CB -7 0.00 0.00 478.54 478.54 471.12 477.23 476.97 CB -8 0.00 0.00 478.54 478.54 470.93 476.90 476.83 J -7 479.10 479.10 469.50 476.28 475.83 J -8 478.71 478.71 470.00 476.82 476.53 CB -6 0.00 0.00 478.71 478.71 470.22 476.97 476.89 CB -5 0.00 0.00 478.71 478.71 470.17 476.95 476.86 CB -2 0.00 0.00 476.44 476.44 468.28 473.60 47129 J -1 476.44 476.44 469,21 473.89 47162 J -3 478.60 478.60 473.07 475.23 474.67 CB -1 0.00 0.00 476.44 476.44 472.07 474.57 474.24 CB -19 0.00 0.00 477.85 477,85 471.34 472.02 471.91 OUTLET -LOT Q 471.10 471.10 467.60. 474.10 474.10 J -15 471.10 471.10 467.86 471.20 471.10 CB -3 0.00 0.00 477.36 477.36 470.02 471.19 471.13 CB -13 ' 0.00 0.00 479.84 479.84 476.31 479.27 479.20 CB -14 0.00 0.00 479.84 479.84 476.27 479.24 479.18 J -14 479.77 479.77 476.10 479.15 478.76 CB -15 0.00 0.00 478.27 478.27 474.75 477.75 477.68 J -13 478.70 478.70 474.59 477.67 477.02 CB -16 0.00 0.00 478.27 478.27 474.81 476.93 476.90 J -12 478.70 478.70 474.20 476.86 475.96 J -21 479.00 479.00 473.67 475.75 475.37 J -22 479.00 479.00 472.29 474.22 473.90 OUTLET -LOT R 472.60 472.60 469.50 477.47 477.47 J -20 472.60 472.60 .469.65 472.83 472.60 J -11 477.60 477.60 471.15 473.90 473.17 CB -17 0.00 0.00 478.46 478.46 472.69 475.53 475.07 CB -18 1 0.001 0.001 478.461 478.461 471.421 474.691 474.01 Project Engineer: TKC_Utah k: \305402 \engr \305402 storm - new- 7- 5- 05.stm Thompson - Hysell Engineers StormCAO v5.5 [5.5003] 07/06/05 09:46:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base PIPE REPORT- CARMELA 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) LAT F -1 J -10 CB -7 10.22 13.67 33.94 PVC 18 inch 0.010 0.010018 5.79 471.12 470.78 476.97 476.78 LINE F J -6 J -10 15.37 21.45 268.76 PVC 24 inch 0.010 0.005321 4.89 470.78 469.35 476.48 475.75 LINE D -1 J -2 J -6 33.04 37.38 502.55 PVC 30 inch 0.010 0.004915 6.73 469.35 466.88 475.18 473.25 LINE F -2 J -10 CB -8 5.44 9.76 29.38 PVC 18 inch 0.010 0.005106 3.08 470.93 470.78 476.83 476.78 LINE D -2 J -6 J -7 18.81 24.76 21.16 PVC 24 inch 0.010 0.007089 5.99 469.50 469.35 475.83 475.75 LAT D -1 J -8 C13-6 5.51 9.75 43.13 PVC 18 inch 0.010 0.005101 3.12 470.22 470.00 476.89 476.82 LINE D -4 J -8 CB -5 10.29 21.05 33.19 PVC 24 inch 0.010 0.005122 3.28 470.17 470.00 476.86 476.82 LINE D -3 J -7 J -8 15.22 21.50 93.58 PVC 24 inch 0.010 0.005343 4.84 470.00 469.50 476.53 476.28 LINE G -1 J -1 J -3 22.19 46.19 514.27 PVC 30 inch 0.010 0.007506 9.32 473.07 469.21 474.67 473.89 LINE C -4 J -1 C13-1 11.67 33.45 47.66 PVC 18 inch 0.010 0.060008 . 6.61 472.07 469.21 474.24 473.89 LINE C -3 CB -2 J -1 33.00 274.77 9.26 PVC 36 Inch 0.010 0.100432 4.67 469.21 468.28 473.62 473.60 LINE C -2 J -2 CB -2 44.80 273.89 14.03. PVC 36 inch 0.010 0.099786 6.34 468.28 466.88 473.29 473.25 LINE G -2 J -3 J -4 16.39 20.80 217.80 PVC 24 inch 0.010 0.005005 7.34 474.16 473.07 475.62 475.23 LAT G -1 J -4 CB -9 6.95 21.00 43.13 PVC 24 inch 0.010 0.005101 6.00 474.38 474.16 476.19 476.17 LINE G -3 J -4 CB -10 9.91 20.42 33.19 PVC 24 inch 0.010 0.004821 6.45 474.32 474.16 476.20 476.17 LINE H -1 J -3 J -5 6.36 22.23 238.01 PVC 24 inch 0.010 0.005714 6.10 474.43 473.07 475.32 475.23 LAT H -1 J -5 CB -11 2.32 9.53 43.13 PVC 18 inch 0.010 0.004869 4.45 474.64 474.43 475.59 475.60 LINE H -2 J -5 CB -12 4.19 9.77 33.19 PVC 18 inch 0.010 0.005122 5.32 474.60 474.43 475.58 475.60 LINE E -1 J -7 J -9 4.23 32.66 76.91 PVC 18 inch 0.010 0.057210 2.39 473.90 469.50 476.35 476.28 LINE E -2 J -9 CB -4 4.23 7.44 165.32 Concrete 18 inch 0.013 0.005021 2.39 474.73 473.90 476.67 476.40 LINE C -1 J -19 J -2 76.39 150.26 25.97 PVC 36 inch 0.010 0.030035 10.81 466.88 466.10 471.80 471.60 LINE B -1 OUTLET -LOT Q J -19 76.39 92.48 10.00 PVC 42 inch 0.010 0.005000 7.94 466.10 466.05 476.09 476.06 LINE A -2 J -15 CB -3 3.99 21.01 54.00 Concrete 18 inch 0.013 0.040000 9.15 470.02 467.86 471.13 471.10 LINE A -1 OUTLET -LOT Q -2 J -15 6.28 20.85 6.60 Concrete 18 inch 0.013 0.039394 3.55 467.86 467.60 474.12 474.10 LAT A -1 J -15 CB -19 2.29 21.02 86.90 Concrete 18 inch 0.013 0.040046 7.80 471.34 467.86 471.91 471.10 LINE J -6 J -14 CB -14 8.52 21.05 33.19 PVC 24 inch 0.010 0.005122 2.71 476.27 476.10 479.18 479.15 LAT J -3 J -14 CB -13 9.48 20.52 43.13 PVC 24 inch 0.010 0.004869 3.02 476.31 476.10 479.20 479.15 LAT J -1 J -12 CB -16 3.87 15.98 44.55 PVC 18 inch 0.010 0.013692 2.19 474.81 474.20 476.90 476.86 LINE J -4 J -12 J -13 22.82 - 36.02 26.00 PVC 24 inch 0.010 0.015000 7.27 474.59 474.20 477.02 476.86 LAT J -2 J -13 CB -15 5.17 19.58 7.78 PVC 18 inch 0.010 0.020566 2.93 474.75 474.59 477.68 477.67 LINE J -5 J -13 J -14 17.65 20.81 301.41 PVC 24 inch 0.010 0.005010 5.62 476.10 474.59 478.76 477.67 LINE•J -3 J -21 J -12 24.91 30.51 26.01 PVC 24 inch 0.010 0.010765 10.83 474.20 473.92 475.96 475.75 LINE 1 -4 CB -18 CB -17 13.72 25.30 37.00 PVC 18 inch 0.010 0.034324 7.76 472.69 471.42 475.07 474.69 LINE 1 -3 J -11 CB -18 16.53 25.09 8.00 PVC 18 inch 0.010 0.033750 9.35 471.42 471.15 474.01 473.90 LINE 1 -2 J -20 J -11 38.66 226.40 22.00 PVC 36 inch 0.010 0.068182 23.91 471.15 469.65 473.17 472.60 LINE I -1 OUTLET -LOT R J -20 38.66 106.19 10.00 PVC 36 inch 0.010 0.015000 5.47 469.65 469.50 477.49 477.47 Project Engineer: TKC_Utah k: \305402 \engr\305402 storm - new- 7- 5- 05.stm Thompson - Hysell Engineers StormCAD v5.5 [5.5003] 07/06/05 09:46:43 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base PIPE REPORT- CARMEL A _ Pipe Dn. Up. System, Cap L Section Size Mannings S V avg Up. Dn. Up Dn Node Node Q (cfs) (ft) Material n (ft/ft) (ft/s) Invert Invert HGL HGL (cfs) (ft) (ft) (ft) (ft) LINE J -1. J -11 J -22 24.91 92.32 100.54 PVC 36 inch , 0.010 0.011339 11.09 472.29 471.15 473.90 473.90 LINE J -2 J -22 J -21 ' .24.91 56.68 100.00 PVC 30 inch 0.010 0.011300 11.17 473.67 472.54 475.37 473.78 r k: \305402 \engr\305402 storm - new- 7- 5- 05.stm Thompson- Hysell Engineers 07/06/05 09:46:43 AM '© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Project Engineer: TKC_Utah StormCAD v5.5 [5.5003] Page 2 of 2 APPS IX 6699 RCFCD REFERENCE MATERIAL,,.. SLOPE _ .530 1 SLOPE = .550 SLOPE = .500 PERRIS VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.64 3.78 6 2.41 3.46 7 RAINI -ALL IN l tNZjI°TY- INURES 3.01 Vtll HUUF( 2.84.. 0 1.88 2669 11 1.79 2.57 v 1.72 2.46 13 1,65 2.37 14 1.59 2.29 15' 1.54 2:21 16 1.49 ,2.14 17 1.45 2.08 18 1.41 2.02 19. 1.37 MIRA LOMA 1.34 MURRIETA - T MECULA C NORCO 24 1.22 1.75 PALM'SPRIN6S 1.18 1.69 28 1.13 1.63 30 1.10 1.57 32 1.06 & RANCHO' CALIFORNIA 1.03 ':1.48 36 1.00 1.44 38 .98 1.40 40• .95 1.37 Q .90 1.29 50 .85 1.22 55 .81 1.17 60 .78 1.12 65 .75 1'.08 TO DURATION FREQUENCY 75 DURATION FREQUENCY 80 DURATION FREQUENCY 85 .66 DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES 10 100 IO 100 10 100 10 100 YF_AR YEAR YEAR YEAR YEAR YEAR YEAR YEAR ' 5 3.45 5.10 5 2.77 4.16 5 4.23 6.76 5 2.84 4.48 6 7 2.58 2.37 4.07 3.T5 6 7 3.12 2.87 4.61 4.24 6 7 2.53 2.34 3.79 3.51 6 7 3.80 3.48 6.08 5.56 B 2.21 3.49 8 2.67 3.94 8 2.19 3.29' 8 3.22 5.15 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 ' ]0 1.96. 3.10 10' 2.36 3.48 10 1.96 2.94 10 2.83, 4.52 A 11 1.8T 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.28 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 r 13 I.T1 2.70 .13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 1.4 1..64 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 15 1.50 2.50 15 1.89 2.79 15 1.60 2.40 15 2.23 3.58 !6 1:53 2.42 16 1.82 2.69 '16 1.55 2.32 16 2.15 3.44 17 1.48 2.34 IT .1.76 2.60 17 L. 50 2.25 17 2.08 3.32 J8 1,44 .2.27 18 1.71 2.52 18 1.46 '2.19 18 2.01 3.22 19 1.40 2.21 19. 1.66 2.45 19 1.42 2.13 19 1.95 3.12 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 22 1.29 2.04 22 1.53 2.26 22 1.32 '1.98 22 I.T9 2.86 24 .1.24 1.95 24 1.46 2.15 24 1.26 1.90 24. 1.70 2.72 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 28 1.14 1.80 28 1.34 1.98 28 1.17 1.76 28 I.56 2.149 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 36 1.00 1.57 36 1.17 I.T2 36 1.03 1.55' 36 1.34 2.15 n 38 .97 1.53 38 1.13 1.6T 38 1.01 1.51 38 1.30 2.09 Z 40 .94 1.49 40 1.10 1.62 40 .98 1.47 .40 1.27 2.02 LD co 45 .89 11.40 45 1.03 1.52 45 .92 1.39 45 1.18 1.89 50 .84 1.32 50 .9T 1.44 50'- .88 1.31 50 1.11 1.76 55 .80 11.26 55 .92 1.36 55 .84 1.25 55 1.05 1.68 M ' 60 .76 1.20 60 .88 1.30 60 .80 1.20 60 1.00 1.60 Q 65 .73 1..15 65 .84 1.24 65 .TT 1.15 65 .95 1.53 > 70, .70 1.11 70 .81 1.19 70 .74 l.lI 7o .91 146 .41 0 C X 75 .68 1.07 75 .78 1.15 75 .72 I.07 75 BO .88. 1. ;u 0 BO .65. 1.03 80 . T5- 1.11 80 :69 1•.04 .85 1.35 m - 1 85 .63 1.00 85 .73 1.07 85 .67 1.01 85 .62 1.31 SLOPE _ .530 1 SLOPE = .550 SLOPE = .500 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.. 0 1.88 2669 11 1.79 2.57 v 1.72 2.46 SLOPE _ .530 1 SLOPE = .550 SLOPE = .500 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 2669 11 1.79 2.57 12 1.72 2.46 13 1,65 2.37 14 1.59 2.29 15' 1.54 2:21 16 1.49 ,2.14 17 1.45 2.08 18 1.41 2.02 19. 1.37 1.97 20 1.34 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 TO .72 1.04 75 .70 1.00 80 .68 .97 85 .66 .94 SLOPE = .580 1 - SLOPE = ..490 (: 7 _ �.Lr... „N r•,'�tim:eu'' =C. 1 •• tic , ^I . uc�yc I 1. `J � ,,,. �. .•,�,:5�+...,"� {�, .11 .'r � �",:''R��Fr7 ♦; • • (�,'� .-�,� 1A': �vrFk'. -\- t"' � �c f.�: �1 1,'il�.'•v'V `- 1 --4�1Y I`: L'.i ?�._... -� �'' i -4 a 2 s -: z ` , yNS �4' # "I' � ?•11,wt1 `'J �' _ r-: Y= L.�� r' =, 8'it'•. ,._ vi-r. ��ar r '.:p{y_a>•.,iv"'�5,. + - _Ji,. �"`ryA.�„yr I. t.' t -r ]SS.t tiA . 1 `� 1.�.ati �` _7cM,a f '~ D �eti.A K.fsi � . ,`'__7_��i^,��'° ^��.7,j = �_7,`'° ' ,n`f'3� '� S . 1 \ ti 1.` 2j* }!t`Vft % •C �,'�`a7t�I` fA 't'- �'�'.:>il �" _.s' "�•� IY.r,�•.. �.•� T - °. `lts`,�'f "� _� �• c - ( .,. ;nom .•r' - ' r- .- - ` � -„ �-..� .�7 @� : :;.0 � r s4` _`•a: r ,... .9\ r"a't>�:. 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Imo' .Y.li rr �y. .nn'. �•..� i �� I- -' ? c `•t ltr .''.I_- i r,'-tk... ;;L ,<;, 11tt�,, , �S •_A , 4/j r,? ,, G '.w .��IS ' cL• �, • '� �'r'p� � � ':7;- •� V�WC ldNi9.. Y': -_ ""L"J:' 1 : 'Y: - L`:.WSj•F - ,f xr �,. RIPER, RIVERSIDE COUNTY FLOOD CONTROL 't•t -+ M`.� `iii'. k�- `.[7�t' Cr •, aL!�- _ } 2 •� t'' rr' it� A N D ' - '� �� -� i•�.� l3' �, WATER CONSERVATION DISTRICT :...•JK -�i � 1'"!`t.t . e,2" ' �•-�-� .;,9�.�1�E+• i �"�.'" r �. +r•ti1' .0 � ��i��+e �' f�•' �_,.' � � 1�,- � r 5 . _ °, <r;!\ •���- L. few ;�,�+'� r ��„���.. 100 -YEAR '61 PRECIPITATION ,EkX}JR Vi1CiL P 'xrrA• i't .--� .,, ,�I"'"1k r + e' .QRCST 1E tr•.,. Y- y+�•fri.t �..+: -,. �1 � _ ^: ..✓ � N ti ?"i t `�., ! jU ♦17fF^ t CY"1.1 � ���� C, i'`•. �L} r y d.ww .Y: /p iW�T No. �� '� ,`.0 )) ltl • � � Y` � IbjlM "... 3 7:'7R�i • GG.Q .2L� y . .'�. � .• i � Y .. - =: �1'.'. ._m,i ! "`YJ;... ' ' _,,,�<,R. `�- r Oa. D.rs D+.wx: o.. No. PLATE D -4,4 Wi7-n llv-18 PLATE E -5.1 � �4 -I. PLATE E -5.6 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`.5. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (§ Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 -'55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65. - 90 80 -Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of.the watershed. Long range master plans for the County. and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are'based on average conditions which may not 'apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to-differences in dwelling size, 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 estima-t- ing the percentage of impervious cover in developed are" 3. For typical horse ranch. subdivisions increase impervious area per= cent over.the values recommended in the table above, PLATE ®-5.6 APPENDIX "B99 HYDROLOGY MAP ,43&43 M5,74 482Z4 .481,62 49 1.65 463.17 /,83,50 Qioo, D , tz4 ��QFS 5 V32.49 Q i o=_ X0.3 CFS AT= 0.1 ACRES -\482.80 1191 480.05 oil 4, 4WAL az 14 �43 1 �1\ 94,34 w FS ..... ------ byl 10 FS 21 D)__111 . . . . ........ ... ......... . . .... .... ... .......... . ..... r) 4 U 00 P =482.1 Q 0 lk� A PE -483.8 A1 70 PE=482.1 �g=481.7 C B PE=483.2 13 4B( 1 O� �48 2.2. 479.84 FL (/B Ill PE=484.6 0 63" CT) �483,67 480�J,2 RIM Tc= 111' N PE=483.3 � , m /1�c 3.09 A ig-Mie@ , 103 I�Ql 8 C J- 1 "A I V , bl", ! PE=482.5 i Qloo= 17�65 CFS i T 410 500 LA - i PE-482 9 PE=482.9 S OLqy) HGb007 479.27 HGLioo= 47905� 46038 T `12 '4 4460,91 �PE=483.1 41) 'T" SD LAV', -3' L=586.46`1 PE=482.6 1 P 48&31 311 CONTewTv -- ---- -4 -4 FS, 481 87 14 9, FS canamienmT ....... . ... . . . ... . ......... SD L NC 4 PE=4113*0 �E 'J? L=59418 48022!3'�74 PE=482.4 481 7n 411 %� I �511'0 1114 483.31# ,g I is io�'14 s14 01 �4 7 1, 7 4 1 FS) i M,174 CIJ- iyl IFS 480, 4/9j84 FL FS o a 93 i /I P PE=483.2 A-2 Tc=114,.?54,1071N.E� j%0'*z j1a 81 PE=482.8 s I 6po 52 CFS < PE=482 r PE=483.1 2.86 AC PE=482.6 1 J, HL oo= 479.24 489-Ftn PE=483.9 s LV B-9 I A _j PE=484.5 W 15U0 ... 7121'3 FS �LA�C 'ell �PE-483 0 �48 120, 0 PE=482.5 rt 2 PE=483.0 it f `E/j4�82.1 481 .70 CB- 151/ ) 1 ' 1 .53, 1 1(1,483.90 13Q !'�j I b j CB-6 PE=482.6, 478.27 FL 482.50 F i 122 478.71 FL Ic= I U. 04 M FS PE=481.5 �W Qioo=/ 5.'17 CFS...._, 331 Tc= 10.12 MIN. si k PE=482.f' 3,96 A-3 Qloo= 5.51 CFS HGQW� 47 PE=483.0 479.08 RIM 0 _7- If C B 16 ,462,39 1 48�.Q s, HGLloo= .4,T6.97 FS' - - ------- - --LAT7'J,_1 2' jy� '4 /0100;;z79 I D.Zz- CF 1_� FE=483.2 -7- SD__ 47 4112 J� 'I 479 10 TRIM_ PE=483.0 IHGLioo= 476.21 v/1 �F;6� MIN. 4 -A'� t (�91 6 4 & Qio6��- -24,91 Q,6o= 3.87-`QFS - --------- _%p IF 'V ao4i -H(;Ljoo= = 476'93 9 ,482_74 17 Lt-i'358,- CB-5 .0 -- K 1 1, 479. "1 6r) 478.71 �4V152 ..... PE -481.5 12.38 IN. �`C[3-4 (B-�7 TC= 191 481. 7 PE=482.1 2., �71 A C L F - PE=48;R.6 Qjoo= 10.29 CFS 478.23 F s- 4 HGLloo= 476.95 .58 MIN7. Tc= 8 ,482,00 FS U.,�4 A(;', 14�i 1- . . ................. ........... s LIN `90"'LINE 'E' Qioo= 4.23 CFS SD LINE 'J' ........ . .. rE PE-480 9' HG�jqq ,777*' 476.71 PE=483. PE=481.0 IPE=481.4 �,iSD LINE '1' j "-SD LINE 'Do 00 ,wo�30 CB730�25 479-52 1 117.1 D LAT 'D-l"'I CS 478.54 FL, "9 yi 3.39 V9 f> 479.89 RIM PE7-482.3 PE=481.9 PE=481.0 TC tO,28 rA-5 MIN. PE=401.4 HGLloo= 476.28 Qioo= 4.23 CFS PE=483.1 T-Af,)o A,, I Q100= 10.221 CFS HGbodt-t-476.40 > 151 480.5, SD LINE 'Do SD LINE 'E' 478.46 FL FS jjGboo= 477123 SD LAT"IT 1' 480.27 79 • a Qjoo=.1 13.72,-CFS- mvji STREET. 50 �LINE To �14 " 11_1�z =4 L.8 HGbo ��;2_475.53 479.66 4F0 2 .8-5-' S N 40.70 DRAINAGE AREA DESIGNATION CB-18 Q LINE 'F' PE-481.2 79A BASIN 2 ......... ... . 478.46 FL 21 � "T- 07 FS HYDROLOGY MAP LEGEND A 3.111) Tc= 11.61 MIN. I SD LINE /r PE PARK/ UENTION rB-9 I i 111, 4zo,fo/ CB-8 -M '4 ................. .... P A I I I � , I I I - I � _ I F. 1 106 BOTT( = 12 Q0 E12.8 Tc= 17�2-3 MIN. 479.16 1\�.,81 JAC ACRES -, q v� \ T W.S.100=77.41 Qioo= Z.44 CF3""1 PE=4 _.4.78.5 -4 -FL - 479.01- RIM �AW,80 PE=482. 81.2 FS 120.2 1' 32-- 474. 9 J A HGbw=j ",5 QlooF,; 15.37 QRS. a7" IM 8 Qioo '5 4 1 X13.47 w 105 DRAINAGE AREA BOUNDARY R AT- 13 ES-N 4' o.go -MS q_r _74"I'l -,--,,--*47 ACR \479.57 RIM HGL100=_4-7 78-__, ,j,� 4 HGLIOQ= -K/Q.Z1O 395 J. FS FS iw= 3 .66:-aCFS Qioo= Z3-X4 1 x�r Q ,483,74 8 HGboo= 474.21 ;�a 1 6 PE=481.0 .4�/ t16 HGboo= 475.75 ,483.78 DIRECTION OF FLOW ,4+s 1 - 4110.66 4,10 02 .4 0 i .4,1913i 482 7 70�56 -� 11 ' 1 481 33 ANEW -6 1.39 AC PE 481.4 PE' =480.6 PE=480.7 PE=481.4 IPE=481.9 2 11 - - 5,11t)"M F HP HIGH POINT B 4 .47 11 5 9 0.05 1dG .47q. 4n.31 481.20 L 497 9 ,+,31 35 ..... ... 480,75 14 479.4 FL z4u 1.07 C 105.4 FS ELEVATION @ NODE 150 480�90, FS oafu,2,13 PE 4818 EMERGEN 480,123 _/i ' " PE=480.2 479.94 421 i PE--481.8 4 V.47 %4' FS MAR> FS' ��479,62 OVERFLOW �mm5 1 1 1 1 1 7 N PE=480.2 T- CB-12 48075 Q FLOW FOR 100 YEAR STORM .4WA4 I FS PE-481.0 ;�:?q "W9.35, =2.2 CFS 241 77,z 2 100 PE=481.8 478.77 -F-L JAC ...... LINE 'Do 2�2 9-.22 N . . . ..... 22' 480.50 PE=481.2 N SD L TC=5.70 MIN TIME OF CONCENTRATION M 4.19 2?3 - - ------ 479,411 F_ I PE=482.8 PE=482.1 PE qFS ,,,,3' 17� M O I210 '-81.80 B-11 1 .7, 40% HGboo7F,3o,4,75.F PIE`480 o S 1481,40 PE!�479*8,419.12 NODE NUMBER flYs 8.77 FL PE=479.8 �rli L 4/ 419 �4 I 61n. �F 479.14 RIM 7 PE=4�14,8 14 PE=481.3 To= 2 @2 = 8.13 MIN. Qioo= 6.36,.,C S 14 14 L=300' LENGTH OF FLOW PATH Q100=,,1,,? 32 CFS,--' 47t).; lo 9.85' HGbooFP-475.60 In Mo� 1,80 480.50 H G L'� 4,7 5 6 2 ................. PE=4�1.0 9, 48 ).5G )_60 FS FS I SD,,LAT PH-1' 4152 i -13 CFS CUBIC FEET PER SECOND 211 k B FS .'-SD' LINE 'H' PE=479.4 1 PE=479.4 418Ab AT TOTAL TRIBUTARY ACREAGE AT NODE 4 �.2 to 0.59 AC ARO. 4�FE 0. . .... . ...... . PE=482.3 . ...... J��,=480.9 2 OQ, 13. 3 B-3 im 478.07 RIM 86 PE=48 Is PE=480.9 HGLioq,=,, X 47EQ 6 .... .... �4B I i f C _\1 FS 6114.67 .74 0.54 AC �470,47 Qioo= 33.00 CFS �47U,87 . . ............................... 473:891 PE=4 1.8 C PE=481.0 479.90 �419X, 11 70, 4 \\� '11AC� PE=480.6 4 7, * 4 /F�� PE=479.4( 47d.02 42. PE=480.2 4w)A77X74 fP1,,L_0 �41 52 1) A -7 T4.24 T= 11.6 CFS11 PE=481.0 PR=48& Tc cs� lc= 9,.86 M 79.19 RIM I P -K �Iw 0 Q I PE=480.8 SD ILAT 'G- 1' Q100= '�.95 CFS ioo= 22.20 CFS CIO 1. I 1w 76. F HGLioo= (4 4�,447 1 � -1 . . ..... r 1 7,6 H, 4�,,N L=349.30' 76.�3 SD LINE 'H GLlw= 475.23 L=616 L;x I ........... . ......... ,02X0 ... . ................ HGLi 4 ri- 1 47834 401M ALEMWOFREET All-EMSTPA&T-T SD LINE 1,17192 3r 1 �1�1 1 1 ,4 1 I i N E=481.7 SDvLINE 'G .... . ..... ............ . . Qioo= 6.28 CFS oi*,4�1___/ . . .......... LIN 'Go SD LINE 'Go CB-2 BASIN 1 AT= 2.14 ACRES �_\476.44 FL CB_ 479.83 BOTTOM= 71. 0____ 477. 4 A 47n, 8 SD LINE 'B' 1 1 478,00 Qioo= 1155 CFS �If FS �4NA_/ 4 9. Tc= 17.83 MI S I N E, AA"C' W-S-1D p=76'06 r1. 7i 450.4a ;0,69 1 .......... jjj 4-2 T6�' 11/1 22,4M 478.1,0 IM 0 1 516 17: 31 11.72, 40 460, Q100= CFS HGLioo= 473.60 CB-19 Qion)91.91 CFS HGL, /b.17 48t;45 \�.76 JAC j;n . I i 2.87 AC i FS PE=480.9 1 1 4,1710,,18 FL HGLi?o=, 13 1,14-1 N, - 401 481,79 WELL JTE MIN, FS PE=480.9 PE=481.7 PE=480.8 a.5 10.5TG= 9.93 MIN, 1480.35 51 PE-M480.0 PE=480.3 4 PE=479.8 Qioo= 2.29,40FS :PE=946-6.0 IPE=480.3 SD LINE 'A" KGLioo= 472.02 479,181 S .. . ....... 410,00; W . . . ..... .... . .. .......... . . .... L=1 146.39 x477�96 477.x;.. 4 .74 1 �5 AC svb .1 48, Yn -7 47.78 N 482.53 R 0 478.4 FS CB-3 FL -QW��_15.00 CFS o\477.36 FL EMERGENC 02 Tc= 18.33 MIN. AT= 23.81 ACRES --CFS-- GRAPHIC SCALE - -- -99 3, * HGboo= 471.19 80 0 40 80 160 320 . . . . ........ �4 7.8. IN FEET 1 inch = 80 ft. Underground Service Alert BASIS OF BEARINGS: THE BEARINGS HEREON ARE BASED UPON THE GRID BEARING CITY OF LA OUINTA DESIGN: DRAFT: "NW15'0600W" BETWEEN NATIONAL GEODETIC SURVEY HORIZONTAL 1: CONTROL STATIONS "TMAP" AND "COTDo` AS PER THE NATIONAL JLS JLS GEODETIC SURVEY DATA SHEETS. The Keith Companies HYDROLOGY MAP (DEVELOPED CONDITION) Call: TOLL FREE E CHECK: DATE: C BENCHMARK: TRACT LW =74 C - _ r� 4 R ,b IM Q L 4 �65 100= 1 7 4 S �!1HGb*(2 7 1�5� 8r - FVA-2 - 1-800 BENCHMARK NO. 99 CITY OF INDIO E3DF 7/1 5/05 1c, 227-2600 FD RAILROAD SPIKE IN SE SIDE OF PP #950931D 0 C NW COR. OF MONROE AND 50TH. LOCATED IN THE S.E. 1/4 OF THE N.E. 1/4 OF SEC 10, T6S, R7E, SBIVI DWG No. HY305402,01 ' 73733 Fred Waring Dr., Suite 100, Palm Desert, CA 92260 (760) 346-9844 FOR: U SHEET 1 OF 1 V TWO WORKING DAYS BEFORE YOU DIG ELEVATION: 499.71 CARMELA I 4