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31202
r i� 4 iF. iyy K 4 "0. Y 7Y /J• l .fir . ` `{� _ ,. a 4 • Ale .'�• . �7 x. "r t) t i > AP —J, A. , . . ..f . .. _.� w. .f "s'.. *H e. .. _ ref . `♦ _ .+ k __' •_.at -'{ a.._ 4- _ . ,: Y, w� t,. 1 For Property Located In Section 10, T6S., RM, SBM La Quinta, California Rancho Santana Tract Map No. 31202 March 11, 2005 Prepared for: Desert Elite, Inc. 78 -401 Highway 111, Suite G La Quinta, CA 92253 JN 1648 MSA CONSULTING, INC. MADmRO, SMITH & Amocum% INC. PLAMaNG a Crim ENanOWnRa 9 LAM SMVEYWO 34200 Bos Hope DRm a RAN= Mnwaa ® CA 92270 TELz soNa (760) 320 -98U ® FAx (760) 323 -7893 CONTENTS Summary and Analysis Introduction Existing Conditions Hydrology Requirements Hydrologic and Hydraulic Methods Proposed Flood Control Improvements Catch Basin Sizing Calculations 100 -Year, 1 -Hour Water Surface Elevation Calculations Results and Conclusion Runoff/Storage Volume Calculations Runoff Volume Calculations Retention Basin Volume Calculations Sand Filter Calculations Synthetic Unit Hydrograph, Shortcut Method, Calculations 100 -Year, 3- Hour — Street Areas 100 -Year, 3- Hour — Residential Areas 100 -Year, 3- Hour — Retention /Offsite Areas 100 -Year, 6- Hour — Street Areas 100 -Year, 6- Hour — Residential Areas 100 -Year, 6- Hour — Retention /Offsite Areas 100 -Year, 24- Hour — Street Areas 100 -Year, 24- Hour — Residential Areas 100 -Year, 24- Hour — Retention /Offsite Areas Rational Method Analysis 100 -Year Storm 10 -Year Storm Catch Basin. Sizing Reference Documents Street Flow Capacity Charts L.A. Catch Basin Design Chart LL -13 L.A. Catch Basin Design Chart LL -15 RCFC &WCD Std. Dwg. No. C6108, Inlet Type X (Grate Details) Storm Drain Hydraulic Analyses Percolation Test Report Vicinity Map FEMA Map Hydrology Maps Existing Hydrology Map Synthetic Unit Hydrograph Hydrology Map Rational Method Hydrology Map Introduction Rancho Santana (Tract 31202) proposes 201 single family homes situated in a portion of the north half of Section 10, Township 6 South, Range 7 East, San Bernardino Meridian (see Vicinity Map). Existing Conditions The Flood Insurance Rate Map (FIRM) Panel 060245 2300 B, Map Revised March 22, 1983, for Riverside County, prepared by the Federal Emergency Management Agency (FEMA), designates the entire site as Zone C, indicating a minimal flood hazard (see FEMA Map). The project site and the property immediately adjacent to the west are currently utilized as turf farms, with a general direction of slope toward the southeast. Consistent with existing usage, there is very little surface sheet flow, as percolation rates have been demonstrated to range from 9.0 to 12.6 inches per hour (see attached Infiltration /Percolation Test Report) and far exceed maximum rainfall rates in the 3- hour, 6 -hour and 24 -hour storms. Additionally, visual inspection of existing conditions has confirmed that no overland flow leaves the turf portion of the site during daily watering. The only offsite storm water flows received by the project as proposed are generated on the southern half of a portion of Avenue 52 extending approximately 800 feet west of the project site, and on a portion of the turf farm adjacent to the western boundary of the project site (see attached Hydrology Maps). Hydrology Requirements The City of La Quinta has flood control jurisdiction for this site. According to the City's requirements, all storm water runoff generated on the project site by a 100 -year storm must be retained onsite. According to Synthetic Unit Hydrograph analyses of 100 -year storms of 3 -, 6- and 24 -hour durations, the 3 -hour storm was determined to produce the maximum runoff. Retention basins shall be sized to retain the 100 - year, 3 -hour storm runoff volume and provide a minimum of one foot of freeboard to proposed building pads. Hydrologic and Hydraulic Methods The Synthetic Unit Hydrograph, Shortcut Method, as prescribed in the 1978 Riverside County Flood Control & Water Conservation District Hydrology Manual, was used to determine the volume of storm runoff in the 100 -year storm. The 3 -hour, 6 -hour and 24 -hour storms were analyzed, with the 3 -hour storm producing the maximum runoff (see attached Runoff Volume Calculations). Loss rate figures were calculated according to county specifications and validated by the percolation test report dated March 3, 2003, a copy of which is included for reference in this document. The data used in the Synthetic Unit Hydrograph calculations are as follows: Soil Group: A Runoff Index (RI) Number: 32 (Urban cover — Residential) Storm Frequency: 100 -Year, 3 -Hour Total Adjusted Storm: 2.2 inches Impervious Area: 90% (Street areas) 50% (Single Family Residential areas) 0% (Retention and Offsite areas) Constant Loss Rate (Fp): 0.14 inches /hour (Street areas) 0.41 inches /hour (Single Family Residential areas) 0.74 inches /hour (Retention and Offsite areas) Low Loss Rate: 19% of rainfall (Street areas) 85% of rainfall (Single Family Residential areas) 90% of rainfall (Retention and Offsite areas) Percolation Rate: 2 inches /hour (maximum allowable) Proposed Flood Control Improvements The Synthetic Unit Hydrograph Hydrology Map illustrates the tributary areas that drain to the proposed retention basins, while the Rational Method Hydrology Map shows the tributary areas and flow rates entering the storm drain facilities. Elevations were extracted from Rough Grading Plans, Street Improvement Plans and Storm Drain Improvement Plans. As depicted on the map, all storm water runoff will be collected and conveyed in the streets to catch basins and, subsequently, via pipelines to the retention basins. Runoff overflowing Basin 2 in a 100 -year storm will ultimately drain through the streets to Basin 1. Catch Basin Sizing Calculations Sump Locations The catch basin sizing equation used for the following curb - opening catch basins is taken from the attached Design Chart LL -15 for catch basins in sump conditions, published by the City of Los Angeles Department of Public Works. The values for Q,N are taken from the 100 -year Rational Method calculations, referencing the Rational Method Hydrology Map, and flow depth d is taken from the attached Street Capacity Charts. Q = 3.0 AW013d"' = 3.0(0.67W) W"13d0.6 => W =,., Q 2.01do.s where: Q = maximum storm flow in one inlet = Q,00 (cfs) (Nodes 302, 721, 801, 903, 911) = YzQ,00 (cfs) (All other nodes) A = area of curb opening (W X 0.67) (ft) W = length of curb opening (ft) d = depth of flow above normal gutter grade (ft) Node No. Q1oo (cfs) S(%) Q'oo d (ft) Min. W for Single Inlet (ft) Inlet Width (ft) Half Street Full Street 102 19.568 0.860 211.01 S "/' 0.44 6.27 7 111 1 14.743 0.988 148.32 S' 0.40 5.14 6 122 20.351 0.503 286.95 S/' 0.48 6.20 7 131 14.596 0.942 150.39 S' 0.40 5.09 6 201 13.250 0.500 187.38S Y' 0.43 4.50 5 302 6.116 0.400 96.70 SY; 0.46 4.04 5 501 14.440 0.680 175.11 SY' 0.42 4.91 5 601 7.057 0.507 99.11 S, 0.36 2.83 4 612 15.884 0.500 224.63 S' 0.45 5.15 6 701 21.983 0.509 308.13 S' 0.49 6.57 7 712 17.607 0.730 206.07S 0.44 5.71 6 721 8.859 0.512 203.79 Sy' 0.54 5.15 6 801 3.179 0.404 50.01 S/ 0.38 2.51 4 802 6.506 0.400 102.87 Sy' 0.47 4.22 5 On -Grade Locations The catch basin sizing equation used for the following curb - opening catch basins is taken from the attached Design Chart LL -13 for catch basins on a continuous longitudinal slope, published by the City of Los Angeles Department of Public Works. The values for Q,00 are taken from the 100 -year Rational Method calculations, referencing the Rational Method Hydrology Map, and flow depth d is taken from the attached Street Capacity Chart. Q100 = 2.92 W0.85d1.5 => W = 0.85 Q100 0 2.92d1.5 where: Q,00 = maximum storm flow in one inlet (cfs) W = length of curb opening (ft) d = depth of flow above normal gutter grade (ft) Node 311: S = 0.00413, Q100 = 3.314 cfs = 51.57 Sy' d = 0.38 ft W = 0.a�2.92d' Q100 — o ss 3.314 = 6.40 ft => Use 8 ft . 5 — 2.92(0.38)1.5 Node 902: S = 0.00404, Q,00 = 8.398 cfs = 132.13 Sj' d = 0.51 ft W =0.8 Q100 — 0.a5 8.398 = 11.37 ft => Use 12 ft 2.92d1.5 — 2.92(0.51)1.5 100 -Year, 1 -Hour Water Surface Elevation Calculations In order to more accurately model the storm drain systems, the water surface elevations achieved in the retention basins during a 100 -year, 1 -hour storm are calculated for use in the storm drain hydraulic analyses. The RCFC &WCD Hydrology Manual specifies the 100 -year, 1 -hour precipitation for the project area as 1.6 inches. Conservatively disregarding percolation, the accumulated runoff volume at the peak of the storm is estimated at roughly half the total runoff volume produced by the storm. The volume at peak is then approximated by as follows: Volumeloo = % X Tributary Area (ac) X 1.6 in + 12 in1ft The resulting volume is then used to interpolate the 100 -year, 1 -hour water surface elevations from the . attached Retention Basin Volume Calculations. The following table summarizes these calculations for all the proposed retention basins: Drainage Area Area ac 100 -Year, 1 -Hour Storm Runoff ac -ft Retention Basin Capacity ac -ft Total Volume Stored in Basin ac -ft 100 -Year, 1 -Hour Water Surface Elevation 1 28.544 1.90 3.77 1.90 481.1 2 5.054 0.34 0.86 0.34 481.3 3 3.674 0.25 1.51 0.25 486.0 5 5.439 0.36 0.95 0.36 480.8 6A 3.107 0.21 0.63 0.21 480.2 66 7.399 0.49 0.77 0.47 477.4 7A 9.157 0.61 0.38 0.38 479.7 7B 12.236 0.82 2.10 1.05 478.1 8 2.746 0.18 0.32. 0.20 477.4 9 2.852 0.19 0.68 0.19 480.3 Results and Conclusion The results of the Synthetic Unit Hydrograph and the retention basin volume calculations show that the entirety of the 100 -year storm runoff can be stored in the proposed basins, including any offsite storm water that enters the project area. As indicated in the Rational Method analysis, the 100 -year storm will remain within the limits of the proposed public utility and drainage easements while the 10 -year storm will remain below top -of -curb levels. Finally, the catch basin sizing calculations and the hydraulic analyses of the individual storm drain systems demonstrate that all storm flows generated in the 100 -year storm will be captured and adequately conveyed to the retention basins. It is concluded therefore that the Rancho Santana project, Tract 31202, meets the hydrologic requirements set forth by the City of La Quinta. RUNOFF /STORAGE VOLUME CALCULATIONS RUNOFF VOLUME CALCULATIONS DRAINAGE AREA (AC) RUNOFF (AC -FT) MAXIMUM RUNOFF AVAILABLE STORAGE BASIN RECEIVING EXCESS STORAGE AREA STREET RESIDENTIAL RETENTION OFFSITE TOTAL STR. RES. RET. 0/S 24 -HOUR 6 -HOUR 3 -HOUR VOLUME (AC -FT) VOLUME (AC -FTI OVERFLOW (AC -FT) 1 4.402 22.635 1.507 0.000 28.544 0.69 2.00 0.08 0.00 2.42-,,- 2:42. 2.771, 2.77 3.77 0.66. 2 0.627 4.088 0.339 0.000 5.054 0.10 0.36 0.02 0.00 0.39 0.41 0.48 0.48 0.86 1 -0.34 3 2.104 1.015 0.555 0.000 3.674 0.33 0.09. 0.03 0.00 0.64. 0.45 0.45_ _ 0.45 1.51, _ 1.06 5 0.620 4.421 0.398 0.000 5.439 0.10 0.39 0.02 0.00 0.41 0.43 0.51 0.51 0.95 0.44 6A 0.438 2.195 0.474 0.000 3.107 0.07 0.19 0.02 - 0.00 0.25 025 0.28 0.28„ , 0.63 , 0.35 613 1.445 5.288 0.666 0.000 7.399 0.23 0.47 0.03 0.00 0.69 0.64 0.73 0.73 0.77 0.04 7A 1.591 7.339 0.227 0.000 9.157 0.25 - 0.65 0.01 0.00 0.82: 0.81 • 0-91 ; 0.91 0:38. , 78 -0.53 - 76 1.584 9.468 1.184 0.000 12.236 0.25 0.83 0.06 0.00 0.96 0.98 1.14 1.14 2.10 0.43 8 1.466 0.978 0.302 ,0.000 2.746 .0.23 0.09 .0.02 .0.00 0.46 Q.-33, 0.34 0.34 0.32 -0.02 9 1.600 0.913 0.340 0.000 2.853 0.25 0.08 0.02 0.00 0.49 0.35 0.35 0.35 0.68 8 0.31 OS 0.000 0.000 0.000 14.326 _ 14.326 0.00 0.00 0.00 0.72 0.48 _ _ 0.53 ' 032-'.l.. 0.72. :: 0.00 , 2 _ -0.72 18.01 E 7.60 18.68 EFFECTIVE RAIN (INIHR): DESIGN STORM STREET RESIDENTIAL RETENTION OFFSITE 24 -HOUR 3.240 0.626 0.400 0.400 6 -HOUR 2.075 0.846 0.445 0.445 3 -HOUR 1.877 1.058 0.602 0.602 RETENTION BASIN VOLUME CALCULATIONS BASIN 1 BASIN 2 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 478.9 34,115.16 0.783 0.00 0.1 0.08 479.0 .34,452.64 0.791 0.08 a 1.0 0.83 480.0 37,865.17 0.869 r 0.91 1.0 0.91 481.0 .41,346.28 0.949 1.82 1.0 0.99 482.0 44,895.97 1.031 2.81 0.9 0.96 482.9, . 48,149.33 1.105 3.77 . BASIN 2 BASIN 3 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 478.9 5,006.03 0.115 0.00 0.1 0.01 479.0 .5,091.80 0.117 0.01 1.0 0.13 480.0 5,989.14 0.137 - 0.14 1.0 0.39 481.0 6,958.50 0.160 0.29 1.0 0.17 482.0 7,999.90 0.184 0.46 0.2 0.09 483.0 9,113.34 0.209 0.66 0.9 0.20 483.9 10,177.01 0.234 1 - 0.86 BASIN 3 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 485.2 13,088.14 0.300 0.00 0.8 0.25 486.0 14,367.43 0.330 0.25 1.0 0.35 487.0 16,067.25 0.369 0.60 1.0 0.39 4881.0 17,886.57 0.411 0.99 1.0 0.43 489.0 19,837.36 0.455 1.42 0.2 0.09 489.2 20,244.90 0.465 1.51 RETENTION BASIN VOLUME CALCULATIONS BASIN 5 BASIN 6A DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 479.0 7,806.94 0.179 0.00 1.0 0.19 480.0. 9,052.91 0.208 0.19 1.0 0.22 481.0 10,375.34 0.238 0.41 1.0 0.25 482.0 11,767.30 0.270 0.66 1.0 0.29 483.0 13,228.16 0.304 0.95 BASIN 6A BASIN 6B DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 478.9 5,335.23 0.122 0.00 0.1 0.01 479.0 5,556.96 0.128 0.01 1.0 0.15 480.0 7,833.08 0.180 0.16 1.0 0.21 481.0 10,216.14 0.235 0.37 1.0 0.26 482.0 12,706.02 0.292 0.63 BASIN 6B BASIN 7A DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 473.5 3,994.37 0.092 0.00 0.5 0.04 474.0 3,407.87 0.078 0.04. 1.0 0.09 475.0 4,333.05 0.099 0.13 10 0.11 476.0 5,412.19 0.124 0.24 1.0 0.11 477.0 7,861.46 0.180 0.39 1.0 0.23 478.0 12,058.46 0.277 0.62 0.5 0.15 478.5 14,711.54 0.338 0.77 BASIN 7A DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 475.7 2,321.88 0.053 0.00 0.3 0.02 476.0 2,529.60 0.058 0.02 10 0.07 477.0 3,285.28 0.075 0.09 1.0 0.09 478.0 4,136.64 0.095 0.18 1.0 0.11 479.0 5,069.37 0.116 0.29 0.7 0.09 479.7 5,777.37 0.133 0.38 RETENTION BASIN VOLUME CALCULATIONS BASIN 7B BASIN 8 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 475.7 15,026.29 0.345 0.00 474.0 .^ 1,170:32.: : ` 0.027 0.3 0.11 476.0. `16,019.65.. 0.368 1.0 0 11, 475.0 1,835.41 0.042 1.0 0.41 0.04 477.0 19,968.67 0.458 •- - : _ *'. . 0.52 - 2,676.04' 0.061'. 1.0 0.50 0.09 478.0 24;017.16 0.551 ,1.0 ... 0.07 0.31 477.0 3,714.59 0.085 1.0 0.60: 0.16 479.0 28,169.30 0.647 - , ...- �- � - 1.62 f 479:7 ' X31,148.09 : 0.715, 0.7 0.48 2.10 r BASIN 8 BASIN 9 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 473.5 898.51 0.021 0.00 474.0 .^ 1,170:32.: : ` 0.027 ..0.5 _ .. I. OF 01 -- 479.0 5,216.11 0.120 1.0 _...... 475.0 1,835.41 0.042 1.0 0.13 0.04 480.0 6,332.18 0.145 1.0 0.05 0.15 476:0' 2,676.04' 0.061'. 1.0 0.16 0.09 481.0 7,578.66 0.174 1.0 0.07 0.31 477.0 3,714.59 0.085 1.0 0.19 0.16 482.0 8,960.72 0.206 1.0 0.10 0.50 478.0 4,995.04 0.115 0.8 0.18 0.26 482.8 10,171.46 0.234 0.5 0.06 . 478.5 5,748.98 0.132 0.32 BASIN 9 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) 478.8 5,007.58 0.115 0.00 0.2 0.02 479.0 5,216.11 0.120 0.02 1.0 0.13 480.0 6,332.18 0.145 0.15 1.0 0.16 481.0 7,578.66 0.174 0.31 1.0 0.19 482.0 8,960.72 0.206 0.50 0.8 0.18 482.8 10,171.46 0.234 0.68 SAND FILTER CALCULATIONS DRAINAGE NO. OF NO. OF SAND FILTERS LEACH LINE LENGTH LEACH LINE LENGTH AREA HOMES (40 HOMES PER SAND FILTER) (1.9 LF PER HOME) PER SAND FILTER 1 (WEST) 47 2 90 45 1 (EAST).. 45 43 . 2 17 1 33 33 3 0 0 p p 5 15 1 29 29 6 (WEST) 5 _ . _ _ 10 -, . to 6 (EAST) 11 1 21 21 7 (WEST) 24 1 . 46 46 . 7 (EAST) 37 1 71 71 8 0 0 p .. p 9 0 0 0 0 OS 0 0 0 0.. TOTALS 201 10 386 SYNTHETIC UNIT HYDROGRAPH, SHORTCUT METHOD CALCULATIONS R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Street Areas" Net rain 100 yr. 3 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 [51 UNIT TIME - MINUTES 5.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 (9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 (2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 H41 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [71'[15] [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 60[101f201 100[51 [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22) [241 FLOW CFS MAX LOW 1.000 1.300 0.343 0.140 0.065 0.278 0.280 2.000 1.300 0.343 0.140 0.065 0.278 0.280 3.000 1.100 0.290 0.140 0.055 0.235 0.237 4.000 1.500 0.396 0.140 0.075 0.321 0.323 5.000 1.500 0.396 0.140 0.075 0.321 0.323 6.000 1.800 0.475 0.140 0.090 0.385 0.388 7.000 1.500 0.396 0.140 0.075 0.321 0.323 8.000 1.800 0.475 0.140 0.090 0.385 0.388 9.000 1.800 0.475 0.140 0.090 0.385 0.388 10.000 1.500 0.396 0.140 0.075 0.321 0.323 11.000 1.600 0.422 0.140 0.080 0.342 0.345 12.000 1.800 0.475 0.140 0.090 0.385 0.388 13.000 2.200 0.581 0.140 0.110 0.470 0.474 14.000 2.200 0.581 0.140 0.110 0.470 0.474 15.000 2.200 0.581 0.140 0.110 0.470 0.474 16.000 2.000 0.528 0.140 0.100 0.428 0.431 17.000 2.600 0.686 0.140 0.130 0.556 0.561 18.000 2.700 0.713 0.140 0.135 0.577 0.582 19.000 2.400 0.634 0.140 0.120 0.513 0.517 20.000 2.700 0.713 0.140 0.135 0.577 0.582 21.000 1 3.300 0.871 0.140 0.166 0.731 0.737 22.000 1 3.100 0.818 0.140 0.155 0.678 0.684 23.000 2.900 0.766 0.140 0.145 0.626 0.631 24.000 3.000 0.792 0.140 0.150 0.652 0.657 25.000 3.100 0.818 0.140 0.155 0.678 0.684 26.000 4.200 1.109 0.140 0.211 0.969 0.977 27.000 5.000 1.320 0.140 0.251 1.180 1.190 28.000 3.500 0.924 0.140 0.176 0.784 0.791 29.000 6.800 1.795 0.140 0.341 1.655 1.669 30.000 7.300 1.927 0.140 0.366 1.787 1.802 31.000 8.200 2.165 0.140 0.411 2.025 2.042 32.000 5.900 1.558 0.140 0.296 1.418 1.429 33.000 2.000 0.528 0.140 0.100 0.428 0.431 34.000 1.800 0.475 0.140 0.090 0.385 0.388 35.000 1.800 0.475 0.140 0.090 0.385 0.388 36.000 0.600 0.158 0.140 0.030 0.128 0.129 TOTALS 100.0001 1 1 1 22.528 22.716 EFFECTIVE RAIN = 1.877 INCHES RC F C& W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Residential Areas" Net rain 100 yr. 3 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 5.000 [7] UNIT TIME - PERCENT OF LAG (100'[5] /[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [21 AREA DESIGNATION 141 ULTIMATE DISCHARGE - CFS - HRS /IN (645'131) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [7]'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17Jm -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 1f 01[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 1.300 0.343 0.410 0.292 0.051 0.052 2.000 1.300 0.343 0.410 0.292 0.051 0.052 3.000 1.100 0.290 0.410 0.247 0.044 0.044 4.000 1.500 0.396 0.410 0.337 0.059 0.060 5.000 1.500 0.396 0.410 0.337 0.059 0.060 6.000 1.800 0.475 0.410 0.404 0.071 0.072 7.000 1 1.5001 0.396 0.410 0.337 0.059 0.060 8.000 1.800 0.475 0.410 0.404 0.071 0.072 9.000 1.800 0.475 0.410 0.404 0.071 0.072 10.000 1.500 0.396 0.410 0.337 0.059 0.060 11.000 1.600 0.422 0.410 0.359 0.063 0.064 12.000 1.800 0.475 0.410 0.404 0.071 0.072 13.000 2.200 0.581 0.410 0.494 0.171 0.172 14.000 2.200 0.581 0.410 0.494 0.171 0.172 15.000 2.200 0.581 0.410 0.494 0.171 0.172 16.000 2.000 0.528 0.410 0.449 0.118 0.119 17.000 2.600 0.686 0.410 0.583 0.276 0.279 18.000 2.700 0.713 0.410 0.606 0.303 0.305 19.000 2.400 0.634 0.410 0.539 0.224 0.225 20.000 2.700 0.713 0.410 0.606 0.303 0.305 21.000 3.300 0.871 0.410 0.741 0.461 0.465 22.000 3.100 0.818 0.410 0.696 0.408 0.412 23.000 2.900 0.766 0.410 0.651 0.356 0.359 24.000 3.000 0.792 0.410 0.673 0.382 0.385 25.000 3.100 0.818 0.410 0.696 0.408 0.412 26.000 4.200 1.109 0.410 0.942 0.699 0.705 27.000 5.000 1.320 0.410 1.122 0.910 0.918 28.000 3.500 0.924 0.410 0.785 0.514 0.518 29.000 6.800 1.795 0.410 1.526 1.385 1.397 30.000 7.300 1.927 0.410 1.638 1.517 1.530 31.000 8.200 2.165 0.410 1.840 1.755 1.769 32.000 5.900 1.558 0.410 1.324 1.148 1.157 33.000 2.000 0.528 0.410 0.449 0.118 0.119 34.000 1.800 0.475 0.410 0.404 0.071 0.072 35.000 1.800 0.475 0.410 0.404 0.071 0.072 36.000 0.600 0.158 0.410 0.135 0.024 0.024 TOTALS I 100.000 12.696 12.802 EFFECTIVE RAIN = 1.058 INCHES R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project: 1648 "Retention /Offsite Areas" SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. Unit Hydrograph and Effective Rain By RRR Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 5.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [171m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.300 0.343 0.740 0.309 0.034 0.035 2.000 1.300 0.343 0.740 0.309 0.034 0.035 3.000 1.100 0.290 0.740 0.261 0.029 0.029 4.000 1.500 0.396 0.740 0.356 0.040 0.040 5.000 1.500 0.396 0.740 0.3561 0.040 0.040 6.000 1.800 0.475 0.740 0.428 0.048 0.048 7.000 1.500 0.396 0.740 0.356 0.040 0.040 8.000 1.800 0.475 0.740 0.428 0.048 0.048 9.000 1.800 0.475 0.740 0.428 0.048 0.048 10.000 1.500 0.396 0.740 0.356 0.040 0.040 11.000 1.600 0.4221 0.740 0.380 0.042 0.043 12.000 1.800 0.475 0.740 0.428 0.048 0.048 13.000 2.200 0.581 0.740 0.523 0.058 0.059 14.000 2.200 0.581 0.740 0.523 0.058 0.059 15.000 2.200 0.581 0.740 0.523 0.058 0.059 16.000 2.000 0.528 0.740 0.475 0.053 0.053 17.000 2.600 0.686 0.740 0.618 0.069 0.069 18.000 2.700 0.713 0.740 0.642 0.071 0.072 19.000 2.400 0.634 0.740 0.570 0.063 0.064 20.000 2.700 0.713 0.740 0.642 0.071 0.072 21.000 3.300 0.871 0.740 0.784 0.131 0.132 22.000 3.100 0.818 0.740 0.737 0.082 0.083 23.000 2.900 0.766 0.740 0.689 0.077 0.077 24.000 3.000 0.792 0.740 0.713 0.079 0.080 25.000 3.100 0.818 0.740 0.737 0.082 0.083 26.000 4.200 1.109 0.740 0.998 0.369 0.372 27.000 5.000 1.320 0.740 1.188 0.580 0.585 28.000 3.500 0.924 0.740 0.832 0.184 0.186 29.000 6.800 1.795 0.740 1.616 1.055 1.064 30.000 7.300 1.927 0.740 1.734 1.187 1.197 31.000 8.200 2.165 0.740 1.948 1.425 1.437 32.000 5.900 1.558 0.740 1.402 0.818 0.824 33.000 2.000 0.528 0.740 0.475 0.053 0.053 34.000 1.800 0.475 0.740 0.428 0.048 0.048 35.000 1.800 0.475 0.740 0.428 0.048 0.048 36.000 0.600 0.158 0.740 0.143 0.016 0.016 TOTALS 100.0001 1 7.2221 7.282 EFFECTIVE RAIN = 0.602 INCHES R C F C& W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Street Areas" Net rain 100 yr. 6 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [31 DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 (7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 11131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 [2] AREA DESIGNATION (4) ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 11141 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT 117)m- 117]m -1 [t71 UNIT HYDROGRAPH CFS - HRS /IN 141.1181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 6010 20 100[51 [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR 1211 -1221 [241 FLOW CFS MAX LOW 1.000 1.100 0.165 0.140 0.031 0.134 0.135 2.000 1.200 0.180 0.140 0.034 0.146 0.147 3.000 1.300 0.195 0.140 0.037 0.158 0.159 4.000 1.400 0.210 0.140 0.040 0.170 0.172 5.000 1.400 0.210 0.140 0.0401 0.170 0.172 6.000 1.500 0.225 0.140 0.0431 0.182 0.184 7.000 1.600 0.240 0.140 0.0461 0.194 0.196 8.000 1.600 0.240 0.140 0.0461 0.194 0.196 9.000 1.600 0.240 0.140 0.046 0.194 0.196 10.000 1.600 0.240 0.140 0.046 0194 0.196 11.000 1.600 0.240 0.140 0.046 0.194 0.196 12.000 1.700 0.255 0.140 0.048 0.207 0.208 13.000 1.700 0.255 0.140 0.048 0.207 0.208 14.000 1.800 0.270 0.140 0.051 0.219 0.221 15.000 1.800 0.270 0.140 0.051 0.219 0.221 16.000 1.800 0.270 0.140 0.051 0.219 0.221 17.000 2.000 0.300 0.140 0.057 0.243 0.245 18.000 2.000 0.300 0.140 0.057 0.243 0.245 19.000 2.100 0.315 0.140 0.060 0.255 0.257 20.000 2.200 0.330 0.140 0.063 0.267 0.270 21.000 2.500 0.375 0.140 0.071 0.304 0.306 22.000 2.800 0.420 0.140 0.080 0.340 0.343 23.000 3.000 0.450 0.140 0.086 0.365 0.368 24.000 3.200 0.480 0.140 0.091 0.389 0.392 25.000 3.500 0.525 0.140 0.100 0.425 0.429 26.000 3.900 0.585 0.1401 0.111 0.4741 0.478 27.000 4.200 0.630 0.140 0.120 0.510 0.515 28.000 4.500 0.675 0.140 0.128 0.547 0.551 29.000 4.800 0.720 0.140 0.137 0.583 0.588 30.000 5.100 0.765 0.140 0.145 0.625 0.630 31.000 6.700 1.005 0.140 0.191 0.865 0.872 32.000 8.100 1.215 0.140 0.231 1.075 1.084 33.000 10.300 1.545 0.140 0.294 1.405 1.417 34.000 2.800 0.420 0.140 0.080 0.340 0.343 35.000 1.100 0.165 0.140 0.031 0.134 0.135 36.000 0.500 0.075 0.140 0.014 0.061 0.061 TOTALS 100.0001 12.451 12.554 EFFECTIVE RAIN = 2.075 INCHES R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Residential Areas" Net rain 100 yr. 6 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 [7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) 0.00018) [9] STORM FREQUENCY 8 DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.4101141 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15) UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [7]'[15] [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) (21) STORM RAIN IN /HR 60[101[201 100[5) [221 LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.100 0.165 0.410 0.140 0.025 0.025 2.000 1.200 0.180 0.410 0.153 0.027 0.027 3.000 1.300 0.195 0.410 0.166 0.029 0.029 4.000 1.400 0.210 0.410 0.179 0.032 0.032 5.000 1.400 0.210 0.410 0.179 0.032 0.032 6.000 1.500 0.225 0.410 0.191 0.034 0.034 7.000 1 1.6001 0.240 0.410 0.204 0.036 0.036 8.000 1.600 0.240 0.410 0.204 0.036 0.036 9.000 1.600 0.240 0.410 0.204 0.036 0.036 10.000 1.600 0.240 0.410 0.204 0.036 0.036 11.000 1.600 0.240 0.410 0.204 0.036 0.036 12.000 1.700 0.255 0.410 0.217 0.038 0.039 13.000 1.700 0.255 0.410 0.217 0.038 0.039 14.000 1.800 0.270 0.410 0.230 0.041 0.041 15.000 1.800 0.270 0.410 0.230 0.041 0.041 16.000 1.800 0.270 0.410 0.230 0.041 0.041 17.000 2.000 0.300 0.410 0.255 0.045 0.045 18.000 2.000 0.300 0.410 0.255 0.045 0.045 19.000 2.100 0.315 0.410 0.268 0.047 0.048 20.000 2.200 0.330 0.410 0.281 0.050 0.050 21.000 2.500 0.375 0.410 0.319 0.056 0.057 22.000 2.800 0.420 0.410 0.357 0.063 0.064 23.000 3.000 0.450 0.410 0.383 0.068 0.068 24.000 3.200 0.480 0.410 0.408 0.072 0.073 25.000 3.500 0.525 0.410 0.446 0.115 0.116 26.000 3.900 0.585 0.410 0.497 0.175 0.176 27.000 4.200 0.630 0.410 0.536 0.220 0.222 28.000 4.500 0.675 0.410 0.574 0.265 0.267 29.000 4.800 0.720 0.410 0.612 0.310 0.313 30.000 1 5.100 0.765 0.410 0.650 0.355 0.358 31.000 6.700 1.005 0.410 0.8541 0.595 0.600 32.000 8.100 1.215 0.410 1.0331 0.805 0.812 33.000 10.300 1.545 0.410 1.3131 1.135 1.144 34.000 2.800 0.420 0.410 0.3571 0.063 0.064 35.000 1.100 0.165 0.410 0.1401 0.025 0.025 36.000 0.500 0.075 0.410 0.0641 0.011 0.011 TOTALS I 1 100.000 1 5.075 5.116 EFFECTIVE RAIN = 0.846 INCHES R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Retention /Offsite Areas" Net rain 100 yr. 6 hr. Sheet 1 of 1 By RRR Date Checked Date [t] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100•[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 [21 AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [61 LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 041 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15) UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4 • 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 11 01[201 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.100 0.165 0.740 0.149 0.017 0.017 2.000 1.200 0.180 0.740 0.162 0.018 0.018 3.000 1.300 0.195 0.740 0.176 0.020 0.020 4.000 1.400 0.210 0.740 0.189 0.021 0.021 5.000 1.400 0.210 0.740 0.189 0.021 0.021 6.000 1.500 0.225 0.740 0.203 0.023 0.023 7.000 1.600 0.240 0.740 0.216 0.024 0.024 8.000 1.600 0.240 0.740 0.2161 0.024 0.024 9.000 1.600 0.240 0.740 0.2161 0.024 0.024 10.000 1.600 0.240 0.740 0.216 0.024 0.024 11.000 1.600 0.240 0.740 0.216 0.024 0.024 12.000 1.700 0.255 0.740 0.230 0.026 0.026 13.000 1.700 0.255 0.740 0.230 0.026 0.026 14.000 1.800 0.270 0.740 0.243 0.027 0.027 15.000 1.800 0.270 0.740 0.243 0.027 0.027 16.000 1.800 0.270 0.740 0.243 0.027 0.027 17.000 2.000 0.300 0.740 0.270 0.030 0.030 18.000 2.000 0.300 0.740 0.270 0.030 0.030 19.000 2.100 0.315 0.740 0.284 0.032 0.032 20.000 2.200 0.330 0.740 0.297 0.033 0.033 21.000 2.500 0.375 0.740 0.338 0.038 0.038 22.000 2.800 0.420 0.740 0.378 0.042 0.042 23.000 3.000 0.450 0.740 0.405 0.045 0.045 24.000 3.200 0.480 0.740 0.432 0.048 0.048 25.000 1 3.500 0.525 0.740 0.473 0.053 0.053 26.000 3.900 0.585 0.740 0.527 0.059 0.059 27.000 4.200 0.630 0.740 0.567 0.063 0.064 28.000 4.500 0.675 0.740 0.608 0.068 0.068 29.000 4.800 0.720 0.740 0.648 0.072 0.073 30.000 5.100 0.765 0.740 0.689 0.077 0.077 31.000 6.700 1.005 0.740 0.905 0.265 0.267 32.000 8.100 1.215 0.740 1.094 0.475 0.479 33.000 10.300 1.545 0.740 1.391 0.805 0.812 34.000 2.800 0.420 0.740 0.378 0.042 0.042 35.000 1.100 0.165 0.740 0.149 0.017 0.017 36.000 0.500 0.075 0.740 0.068 0.007 0.008 TOTALS 100.000 1 2.63691 2.691 EFFECTIVE RAIN = 0.445 INCHES R C F C$ W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Street Areas" Net rain 100 yr. 24 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 151 UNIT TIME - MINUTES 30.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3)) 0.000 [6) LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 4.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 H41 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7)•[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [76] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17) UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN/HR 60[101f201 100[51 [22) LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24) FLOW CFS MAX LOW 1.000 0.500 0.040 0.140 0.008 0.032 0.033 2.000 0.700 0.056 0.140 0.011 0.045 0.046 3.000 0.600 0.048 0.140 0.009 0.039 0.039 4.000 0.700 0.056 0.140 0.011 0.045 0.046 5.000 0.800 0.064 0.140 0.012 0.052 0.052 6.000 1.000 0.080 0.140 0.015 0.065 0.065 7.000 1.000 0.080 0.140 0.015 0.065 0.065 8.000 1.100 0.088 0.140 0.017 0.071 0.072 9.000 1.300 0.104 0.140 0.020 0.084 0.085 10.000 1.500 0.120 0.140 0.023 0.097 0.098 11.000 1.300 0.104 0.140 0.020 0.084 0.085 12.000 1.600 0.128 0.140 0.024 0.104 0.105 13.000 1.800 0.144 0.140 0.027 0.117 0.118 14.000 1 2.000 0.160 0.140 0.030 0.130 0.131 15.000 1 2.100 0.168 0.140 0.032 0.136 0.137 16.000 2.500 0.200 0.140 0.038 0.162 0.163 17.000 3.000 0.240 0.140 0.046 0.194 0.196 18.000 3.300 0.264 0.140 0.050 0.214 0.216 19.000 3.900 0.312 0.140 0.059 0.253 0.255 20.000 4.300 0.344 0.140 0.065 0.279 0.281 21.000 3.000 0.240 0.140 0.046 0.194 0.196 22.000 4.000 0.320 0.140 0.061 0.259 0.261 23.000 3.800 0.304 0.140 0.058 0.246 0.248 24.000 3.500 0.280 0.140 0.053 0.227 0.229 25.000 5.100 0.408 0.140 0.078 0.330 0.333 26.000 5.700 0.456 0.140 0.087 0.369 0.372 27.000 6.800 0.544 0.140 0.103 0.441 0.444 28.000 4.600 0.368 0,140 0.070 0.298 0.301 29.000 5.300 0.424 0.140 0.081 0.343 0.346 30.000 5.100 0.408 0.140 0.078 0.330 0.333 31.000 4.700 0.376 0.140 0.071 0.305 0.307 32.000 3.800 0.304 0.140 0.058 0.246 0.248 33.000 0.800 0.064 0.140 0.012 0.052 0.052 34.000 0.600 0.048 0.140 0.009 0.039 0.039 35.000 1.000 0.080 0.140 0.015 0.065 0.065 36.000 0.900 0.072 0.140 0.014 0.058 0.059 37.000 0.800 0.064 0.140 0.012 0.052 0.052 38.000 0.500 0.040 0.140 0.008 0.032 0.033 39.000 0.700 0.056 0.140 0.011 0.045 0.046 40.000 0.500 0.040 0.140 0.008 0.032 0.033 41.000 0.600 0.048 0.140 0.009 0.039 0.039 42.000 0.500 0.040 0.140 0.008 0.032 0.033 43.000 0.500 0.040 0.140 0.008 0.032 0.033 44.000 0.500 0.040 0.140 0.008 0.032 0.033 45.000 0.500 0.040 0.140 0.008 0.032 0.033 46.000 0.400 0.032 0.140 0.006 0.026 0.026 47.000 0.400 0.032 0.140 0.006 0.026 0.026 48.000 0.400 0.032 0.140 0.006 0.026 0.026 TOTALS 1 100.000 6.4801 6.534 EFFECTIVE RAIN = 3.240 INCHES R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Residential Areas" Net rain 100 yr. 24 hr. Sheet 1 of 1 By RRR Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 (51 UNIT TIME - MINUTES 30.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 4.000 [121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 1`141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD m [16] TIME PERCENT OF LAG (7]'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN [4' 18 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 60[1011201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [241 FLOW CFS MAX LOW 1.000 0.500 0.040 0.410 0.034 0.006 0.006 2.000 0.700 0.056 0.410 0.048 0.008 0.008 3.000 0.600 0.048 0.410 0.041 0.007 0.007 4.000 0.700 0.056 0.410 0.048 0.008 0.008 5.000 0.800 0.064 0.410 0.054 0.010 0.010 6.000 1.000 0.080 0.410 0.068 0.012 0.012 7.000 1.000 0.080 0.410 0.068 0.012 0.012 8.000 1.100 0.088 0.410 0.075 0.013 0.013 9.000 1.300 0.104 0.410 0.088 0.016 0.016 10.000 1.500 0.120 0.410 0.102 0.018 0.018 11.000 1.300 0.104 0.410 0.088 0.016 0.016 12.000 1.600 0.128 0.410 0.1091 0.019 0.019 13.000 1.800 0.144 0.410 0.122 0.022 0.022 14.000 2.000 0.160 0.410 0.136 0.024 0.024 15.000 2.100 0.168 0.410 0.143 0.025 0.025 16.000 2.500 0.200 0.410 0.170 0.030 0.030 17.000 3.000 0.240 0.410 0.204 0.036 0.036 18.000 3.300 0.264 0.410 0.224 0.040 0.040 19.000 3.900 0.312 0.410 0.265 0.047 0.047 20.000 4.300 0.344 0.410 0.292 0.052 0.052 21.000 3.000 0.240 0.410 0.204 0.036 0.036 22.000 4.000 0.320 0.410 0.272 0.048 0.048 23.000 3.800 0.304 0.410 0.258 0.046 0.046 24.000 3.500 0.280 0.410 0.238 0.042 0.042 25.000 5.100 0.408 0.410 0.347 0.061 0.062 26.000 5.700 0.456 0.410 0.388 0.068 0.069 27.000 6.800 0.544 0.410 0.462 0.134 0.135 28.000 4.600 0.368 0.410 0.313 0.055 0.056 29.000 5.300 0.424 0.410 0.360 0.064 0.064 30.000 5.100 0.408 0.410 0.347 0.061 0.062 31.000 4.700 0.376 0.410 0.320 0.056 0.057 3.000 3.800 0.304 0.410 0.258 0.046 0.046 2.000 0.800 0.064 0.410 0.054 0.010 0.010 33.000 0.600 0.048 0.410 0.041 0.007 0.007 34.000 1.000 0.080 0.410 0.068 0.012 0.012 35.000 0.900 0.072 0.410 0.061 0.011 0.011 36.000 0.800 0.064 0.410 0.054 0.010 0.010 37.000 0.500 0.040 0.410 0.034 0.006 0.006 38.000 0.700 0.056 0.410 0.048 0.008 0.008 39.000 0.500 0.040 0.410 0.034 0.006 0.006 40.000 0.600 0.048 0.410 0.041 0.007 0.007 41.000 0.500 0.040 0.410 0.034 0.006 0.006 42.000 0.500 0.040 0.410 0.034 0.006 0.006 43.000 0.500 0.040 0.410 0.034 0.006 0.006 44.000 0.500 0.040 0.410 0.034 0.006 0.006 45.000 0.400 0.032 0.410 0.027 0.005 0.005 46.000 0.400 0.032 0.410 0.027 0.005 0.005 47.000 0.400 0.032 0.410 0.027 0.005 0.005 48.000 TOTALS 100.000 1.252 1.263 EFFECTIVE RAIN = 0.626 INCHES R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project: 1648 "Retention /Offsite Areas" Net rain 100 yr. 24 hr. Sheet 1 of 1 By RRP. Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -ACRES 1.000 [5] UNIT TIME - MINUTES 30.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]1[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 f131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 4.000 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD m [16] TIME PERCENT OF LAG [71'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 6010 20 100[5] [221 LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR (21] -[22] [24] FLOW CFS MAX LOW 1.000 0.500 0.040 0.740 0.036 0.004 0.004 2.000 0.700 0.056 0.740 0.050 0.006 0.006 3.000 0.600 0.048 0.740 0.043 0.005 0.005 4.000 0.700 0.056 0.740 0.050 0.006 0.006 5.000 0.800 0.064 0.740 0.058 0.006 0.006 6.000 1.000 0.080 0.740 0.072 0.008 0.008 7.000 1.000 0.080 0.740 0.072 0.008 0.008 8.000 1.100 0.088 0.740 0.079 0.009 0.009 9.000 1.300 0.104 0.740 0.094 0.010 0.010 10.000 1.500 0.120 0.740 0.108 0.012 0.012 11.000 1.300 0.104 0.740 0.094 0.010 0.010 12.000 1.600 0.128 0.740 0.115 0.013 0.013 13.000 1.800 0.144 0.740 0.130 0.014 0.015 14.000 1 2.000 0.160 0.740 0.144 0.016 0.016 15.000 2.100 0.168 0.740 0151 0.017 0.017 16.000 2.500 0.200 0.740 0.180 0.020 0.020 17.000 3.000 0.240 0.740 0.216 0.024 0.024 18.000 3.300 0.264 0.740 0.238 0.026 0.027 19.000 3.900 0.312 0.740 0.281 0.031 0.031 20.000 4.300 0.344 0.740 0.310 0.034 0.035 21.000 3.000 0.240 0.740 0.216 0.024 0.024 22.000 4.000 0.320 0.740 0.288 0.032 0.032 23.000 3.800 0.304 0.740 0.274 0.030 0.031 24.000 3.500 0.280 0.740 0.252 0.028 0.028 25.000 5.100 0.408 0.740 0.367 0.041 0.041 26.000 5.700 0.456 0.740 0.4101 0.046 0.046 27.000 1 6.800 0.544 0.740 0.490 0.054 0.055 28.000 4.600 0.368 0.740 0.331 0.037 0.037 29.000 5.300 0.424 0.740 0.382 0.042 0.043 30.000 5.100 0.408 0.740 0.367 0.041 0.041 31.000 4.700 0.376 0.740 0.338 0.038 0.038 32.000 3.800 0.304 0.740 0.274 0.030 0.031 33.000 0.800 0.064 0.740 0.058 0.006 0.006 34.000 0.600 0.048 0.740 0.043 0.005 0.005 35.000 1.000 0.080 0.740 0.072 0.008 0.008 36.000 0.900 0.072 0.740 0.065 0.007 0.007 37.000 0.800 0.064 0.740 0.058 0.006 0.006 38.000 0.500 0.040 0.740 0.036 0.004 0.004 39.000 0.700 0.056 0.740 0.050 0.006 0.006 40.000 0.500 0.040 0.740 0.036 0.004 0.004 41.000 0.600 0.048 0.740 0.043 0.005 0.005 42.000 0.500 0.040 0.740 0.036 0.004 0.004 43.000 0.500 0.040 0.740 0.036 0.004 0.004 44.000 0.500 0.040 0.740 0.036 0.004 0.004 45.000 0.500 0.040 0.740 0.036 0.004 0.004 46.000 0.400 0.032 0.740 0.029 0.003 0.003 47.000 0.400 0.032 0.740 0.0291 0.003 0.003 48.000 0.400 0.032 0.740 0.029 0.003 0.003 TOTALS 100,0001 0.800 0.807 EFFECTIVE RAIN = 0.400 INCHES RATIONAL METHOD ANALYSIS 100 -YEAR STORM Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 12/09/04 ------------------------------------------------------------------ - - - - -- 1648 RANCHO SANTANA TRACT MAP NO 31202 100 YEAR STORM ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Mainiero, Smith & Associates, Palm Springs, CA - SIN 931 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 DRAINAGE AREA 1 (WEST) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 360.500(Ft.) Top (of initial area) elevation = 490.700(Ft.) Bottom (of initial area) elevation = 488.000(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00749 s(percent)= 0.75 TC = k(0.390) *[(length^3) /(elevation change)j^0.2 Initial area time of concentration = 10.938 min. Rainfall intensity = 4.294(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.721 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.735(CFS) Total initial stream area = 1.529(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 488.000(Ft.) End of street segment elevation = 483.800(Ft.) Length of street segment = 766.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = 14.502(CFS) Depth of flow = 0.426(Ft.), Average velocity = 2.298(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.552(Ft.) Flow velocity = 2.30(Ft /s) Travel time = 5.56 min. TC = 16.50 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.695 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.383(In /Hr) for a 100.0 year storm Subarea runoff = 14.834(CFS) for 6.309(Ac.) Total runoff = 19.568(CFS) Total area = 7.838(Ac.) Street flow at end of street = 19.568(CFS) Half street flow at end of street = 9.784(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.563(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 111.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 479.900(Ft.) Downstream point /station elevation = 473.000(Ft.) Pipe length = 327.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.568(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 19.568(CFS) Normal flow depth in pipe = 11.84(In.) Flow top width inside pipe = 29.32(In.) Critical Depth = 18.02(In.) Pipe flow velocity = 10.87(Ft /s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 17.00 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.838(Ac.) Runoff from this stream = 19.568(CFS) Time of concentration = 17.00 min. Rainfall intensity = 3.325(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 643.800(Ft.) Top (of initial area) elevation = 488.600(Ft.) Bottom (of initial area) elevation = 483.900(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00730 s(percent)= 0.73 TC = k(0.390) *[(length'3) /(elevation change)]A0.2 Initial area time of concentration = 13.864 min. Rainfall intensity = 3.742(In /Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.706 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 14.743(CFS) Total initial stream area = 5.579(Ac Pervious area fraction = 0.500 year storm fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.579(Ac.) Runoff from this stream = 14.743(CFS) Time of concentration = 13.86 min. Rainfall intensity = 3.742(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 19.568 17.00 2 14.743 13.86 Largest stream flow has longer time of Qp = 19.568 + sum of Qb Ia /Ib 14.743 * 0.888 = 13.099 Qp = 32.667 Total of 2 main streams to confluence: Flow rates before confluence point: 19.568 14.743 Area of streams before confluence: 7.838 5.579 Results of confluence: Total flow rate = 32.667(CFS) Time of concentration = 16.999 min. Effective stream area after confluence Rainfall Intensity (In /Hr) 3.325 3.742 concentration = 13.417(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 473.000(Ft.) Downstream point /station elevation = 472.900(Ft.) Pipe length = 14.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.667(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 32.667(CFS) Normal flow depth in pipe = 23.77(In.) Flow top width inside pipe = 24.34(In.) Critical Depth = 23.34(In.) Pipe flow velocity = 7.83(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 17.03 min. End of computations, total study area = 13.42 (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 DRAINAGE AREA 1 (EAST) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 359.500(Ft.) Top (of initial area) elevation = 490.700(Ft.) Bottom (of initial area) elevation = 487.900(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00779 s(percent)= 0.78 TC = k(0.390) * [ (length'3) / (elevation change) ]'0.2 Initial area time of concentration = 10.841 min. Rainfall intensity = 4.316(In /Hr) for a 100 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 2) = 32.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = 4.613(CFS) Total initial stream area = 1.481(Ac Pervious area fraction = 0.500 0 year storm 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 = 487.900(Ft.) End of street segment elevation = 483.900(Ft.) Length of street segment = 726.800(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = 14.857(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.316(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.701(Ft.) Flow velocity = 2.32(Ft /s) Travel time = 5.23 min. TC = 16.07 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.697 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.435(In /Hr) for a 100.0 year storm Subarea runoff = 15.738(CFS) for 6.577(Ac.) Total runoff = 20.351(CFS) Total area = 8.058(Ac. Street flow at end of street = 20.351(CFS) Half street flow at end of street = 10.176(CFS) Depth of flow = 0.467(Ft.), Average velocity = 2.607(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 479.900(Ft.) Downstream point /station elevation = 476.900(Ft.) Pipe length = 276.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.351(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.351(CFS) Normal flow depth in pipe = 14.58(In.) Flow top width inside pipe = 29.99(In.) Critical Depth = 18.38(In.) Pipe flow velocity = 8.59(Ft /s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 16.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.058(Ac.) Runoff from this stream = 20.351(CFS) Time of concentration = 16.61 min. Rainfall intensity = 3.370(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 623.700(Ft.) Top (of initial area) elevation = 488.500(Ft.) Bottom (of initial area) elevation = 484.100(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00705 s(percent)= 0.71 TC = k(0.390) *Hlength"3) /(elevation change)]^0.2 Initial area time of concentration = 13.784 min. Rainfall intensity = 3.755(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.706 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.596(CFS) Total initial stream area = 5.502(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.502(Ac.) Runoff from this stream = 14.596(CFS) Time of concentration = 13.78 min. Rainfall intensity = 3.755(In /Hr) Summary of stream data: Stream Flow rate TC No. (CPS) (min) 1 20.351 16.61 2 14.596 13.78 Largest stream flow has longer time of Qp = 20.351 + sum of Qb Ia /Ib 14.596 * 0.898 = 13.100 Qp = 33.451 Total of 2 main streams to confluence: Flow rates before confluence point: 20.351 14.596 Area of streams before confluence: 8.058 5.502 Results of confluence: Total flow rate = 33.451(CFS) Time of concentration = 16.609 min. Effective stream area after confluence Rainfall Intensity (In /Hr) 3.370 3.755 concentration = 13.560(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 132.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.900(Ft.) Downstream point /station elevation = 474.900(Ft.) Pipe length = 26.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.451(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 33.451(CFS) Normal flow depth in pipe = 11.20(In.) Flow top width inside pipe = 29.02(In.) Critical Depth = 23.60(In.) Pipe flow velocity = 20.01(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 16.63 min. End of computations, total study area = 13.56 (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 DRAINAGE AREA 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 647.100(Ft.) Top (of initial area) elevation = 488.400(Ft.) Bottom (of initial area) elevation = 483.900(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00695 s(percent)= 0.70 TC = k(0.390) *((length'3) /(elevation change)j^0.2 Initial area time of concentration = 14.028 min. Rainfall intensity = 3.717(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.705 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.250(CFS) Total initial stream area = 5.054(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 202.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 478.200(Ft.) Downstream point /station elevation = 474.900(Ft.) Pipe length = 96.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.250(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 13.250(CFS) Normal flow depth in pipe = 10.90(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 16.31(In.) Pipe flow velocity = 11.84(Ft /s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 14.16 min. End of computations; total study area = 5.05 (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 DRAINAGE AREA 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 817.500(Ft.) Top (of initial area) elevation = 497.700(Ft.) Bottom (of initial area) elevation = 493.100(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00563 s(percent)= 0.56 TC = k(0.300) *[(length"3) /(elevation change)] -0.2 Initial area time of concentration = 12.361 min. Rainfall intensity = 4.000(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.030(CFS) Total initial stream area = 0.878(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 493.100(Ft.) End of street segment elevation = 491.700(Ft.) Length of street segment = 275.300(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(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 = 4.736(CFS) Depth of flow = 0.415(Ft.), Average velocity = 2.019(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.932(Ft.) Flow velocity = 2.02(Ft /s) Travel time = 2.27 min. TC = 14.63 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.627(In /Hr) for a 100.0 year storm Subarea runoff = 3.087(CFS) for 0.989(Ac.) Total runoff = 6.116(CFS) Total area = 1.867(Ac.) Street flow at end of street = 6.116(CFS) Half street flow at end of street = 6.116(CFS) Depth of flow = 0.447(Ft.), Average velocity = 2.148(Ft /s) Flow width (from curb towards crown)= 16.526(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 302.000 to Point /Station 311.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 486.700(Ft.) Downstream point /station elevation = 483.000(Ft.) Pipe length = 1012.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.116(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.116(CFS) Normal flow depth in pipe = 14.20(In.) Flow top width inside pipe = 14.69(In.) Critical Depth = 11.46(In.) Pipe flow velocity = 4.09(Ft /s) Travel time through pipe = 4.12 min. Time of concentration (TC) = 18.76 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 311.000 to Point /Station 311.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.857 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 18.76 min. Rainfall intensity = 3.140(In /Hr) for a 100.0 year storm Subarea runoff = 3.314(CFS) for 1.231(Ac.) Total runoff = 9.431(CFS) Total area = 3.098(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 311.000 to Point /Station 312.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 483.000(Ft.) Downstream point /station elevation = 481.200(Ft.) Pipe length = : 54.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.431(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.431(CFS Normal flow depth in pipe = 7.83(In.) Flow top width inside pipe = 22.50(In.) Critical Depth = 13.18(In.) Pipe flow velocity = 10.61(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 18.84 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the same Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA 5 3.10 (AC.) area. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 500.000 to Point /Station 501.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 622.500(Ft.) Top (of initial area) elevation = 488.400(Ft.) Bottom (of initial area) elevation = 484.400(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00643 s(percent)= 0.64 TC = k(0.390) *[(length'3) /(elevation change)]^0.2 Initial area time of concentration = 14.033 min. Rainfall intensity = 3.716(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.705 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.257(CFS) Total initial stream area = 5.439(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 501.000 to Point /Station 502.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.400(Ft.) Downstream point /station elevation = 475.000(Ft.) Pipe length = 79.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.257(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.257(CFS) Normal flow depth in pipe = 11.94(In.) Flow top width inside pipe = 17.01(In.) Critical Depth = 16.66(In.) Pipe flow velocity = 11.45(Ft /s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 14.15 min. End of computations, total study area = 5.44 (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 DRAINAGE AREA 6A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 601.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 547.900(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 482.300(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00785 s(percent)= 0.78 TC = k(0.390) *Hlength"3) /(elevation change)]^0.2 Initial area time of concentration = 12.811 min. Rainfall intensity = 3.918(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.711 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.057(CFS) Total initial stream area = 2.533(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++=++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 601.000 to Point /Station 602.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 478.900(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 29.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.057(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.057(CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 15.44(In.) Critical Depth = 12.33(ln.) Pipe flow velocity = 21.27(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.83 min. End of computations, total study area = 2.53 (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 DRAINAGE AREA 6B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 610.000 to Point /Station 611.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 707.200(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 481.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00679 s(percent)= 0.68 TC = k(0.390) *[(length^3) /(elevation change)]"0.2 Initial area time of concentration = 14.606 min. Rainfall intensity = 3.631(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.703 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.236(CFS) Total initial stream area = 2.052(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 611.000 to Point /Station 612.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.800(Ft.) End of street segment elevation = 479.500(Ft.) Length of street segment = 358.400(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.183(CFS) Depth of flow = 0.382(Ft.), Average velocity = 2.288(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.391(Ft.) Flow velocity = 2.29(Ft /s) Travel time = 2.61 min. TC = 17.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.692 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 3.301(In /Hr) for a 100.0 Subarea runoff = 10.648(CFS) for 4.661(Ac.) Total runoff = 15.884(CFS) Total area = Street flow at end of street = 15.884(CFS) Half street flow at end of street = 7.942(CFS) = 0.500 year storm 6.713 (Ac.) Depth of flow = 0.427(Ft.), Average velocity = 2.495(Ft/s) Flow width (from curb towards crown)= 17.633(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 612.000 to Point /Station 613.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 474.800(Ft.) Downstream point /station elevation = 469.700(Ft.) Pipe length = 76.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.884(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15.884(CFS) Normal flow depth in pipe = 9.88(In.) Flow top width inside pipe = 17.91(In.) Critical Depth = 17.07(In.) Pipe flow velocity = 15.99(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 17.30 min. End of computations, total study area = 6.71 (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 DRAINAGE AREA 7A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + + ++ + + + + + + + ++ Process from Point /Station 700.000 to Point /Station 701.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 824.000(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 480.700(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390) *[(length"3) /(elevation change)] "0.2 Initial area time of concentration = 15.362 min. Rainfall intensity = 3.526(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.700 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 21.983(CFS) Total initial stream area = 8.912(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 701.000 to Point /Station 702.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.700(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 31.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.983(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 21.983(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 17.99(In.) Critical depth could not be calculated. Pipe flow velocity = 23.69(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.38 min. End of computations, total study area = 8.91 (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 DRAINAGE AREA 7B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 710.000 to Point /Station 711.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 693.900(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 481.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00692 s(percent)= 0.69 TC = k(0.390) *[(length^3) /;elevation change) ]A0.2 Initial area time of concentration = 14.441 min. Rainfall intensity = 3.655(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.703 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.492(CFS) Total initial stream area = 1.747(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 711.000 to Point /Station 712.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.800(Ft.) End of street segment elevation = 480.000(Ft.) Length of street segment = 282.600(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.659(CFS) Depth of flow = 0.388(Ft.), Average velocity = 2.305(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.665(Ft.) Flow velocity = 2.31(Ft /s) Travel time = 2.04 min. TC = 16.48 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.695 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.385(In /Hr) for a 100.0 year storm Subarea runoff = 13.115(CFS) for 5.575(Ac.) Total runoff = 17.607(CFS) Total area = 7.322(Ac.) Street flow at end of street = 17.607(CFS) Half street flow at end of street = 8.803(CFS) Depth of flow = 0.441(Ft.), Average velocity = 2.572(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 712.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.3-22(Ac.) Runoff from this stream = 17.607(CFS) Time of concentration = 16.48 min. Rainfall intensity = 3.385(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 720.000 to Point /Station 721.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 844.000(Ft.) Top (of initial area) elevation = 485.700(Ft.) Bottom (of initial area) elevation = 480.200(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00652 s(percent)= 0.65 TC = k(0.390) *[(lengthA3) /(elevation change)]^0.2 Initial area time of concentration = 15.805 min. Rainfall intensity = 3.469(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.698 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.859(CFS) Total initial stream area = 3.661(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 721.000 to Point /Station 712.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.600(Ft.) Downstream point /station elevation = 475.400(Ft.) Pipe length = 96.30(Ft'.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.859(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.859(CFS) Normal flow depth in pipe = 9.81(In.) Flow top width inside pipe = 23.60(In.) Critical Depth = 12.73(In.) Pipe flow velocity = 7.33(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 16.02 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point / Station 712.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.661(Ac.) Runoff from this stream = 8.859(CFS) Time of concentration = 16.02 min. Rainfall intensity = 3.441(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 17.607 16.48 2 8.859 16.02 Largest stream flow has longer time of Qp = 17.607 + sum of Qb Ia /Ib 8.859 * 0.984 = 8.715 QP = 26:322 Total of 2 main streams to confluence: Flow rates before confluence point: 17.607 8.859 Area of streams before confluence: 7.322 3.661 Results of confluence: Total flow rate = 26.322(CFS) Time of concentration = 16.484 min. Effective stream area after confluence Rainfall Intensity (In /Hr) 3.385 3.441 concentration = 10.983(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 713.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.400(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 224.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.322(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 26.322(CFS) Normal flow depth in pipe = 14.17(In.) Flow top width inside pipe = 29.95(In.) Critical Depth = 20.98(ln.) Pipe flow velocity = 11.54(Ft /s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 16.81 min. End of computations, total study area = 10.98 (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 DRAINAGE AREA 8 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 800.000 to Point /Station 801.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 245.500(Ft.) Top (of initial area) elevation = 482.100(Ft.) Bottom (of initial area) elevation = 480.700(Ft Difference in elevation = 1.400(Ft.) Slope = 0.00570 s(percent)= 0.57 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 7.620 min. Rainfall intensity = 5.296(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.179(CFS) Total initial stream area = 0.691(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 801.000 to Point /Station 802.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.00'0(Ft.) Downstream point /station elevation = 473.000(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.179(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.179(CFS) Normal flow depth in pipe = 7.25(In.) Flow top width inside pipe = 22.04(In.) Critical Depth = 7.46(In.) Pipe flow velocity = 3.97(Ft /s) Travel time through pipe = 3.36 min. Time of concentration (TC) = 10.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 802.000 to Point /Station 802.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.98 min. Rainfall intensity = 4.285(In /Hr) for a 100.0 year storm Subarea runoff = 6.506(CFS) for 1.757(Ac.) Total runoff = 9.684(CFS) Total area = 2.448(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 802.000 to Point /Station 803.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 473.000(Ft.) Downstream point /station elevation = 469.000(Ft.) Pipe length = 402.60(Ft.) Manning's N'= 0.013 No. of pipes = 1 Required pipe flow = 9.684(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.684(CFS) Normal flow depth in pipe = 10.99(In.) Flow top width inside pipe = 23.92(In.) Critical Depth = 13.35(In.) Pipe flow velocity = 6.91(Ft /s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 11.95 min. End of computations, total study area = 2.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA 9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ Process from Point /Station 900.000 to Point /Station 901.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 480.000(Ft.) Top (of initial area) elevation = 491.300(Ft.) Bottom (of initial area) elevation = 488.400(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00604 s(percent)= 0.60 TC = k(0.300) *[(length^3) /(elevation change)1'0.2 Initial area time of concentration = 9.849 min. Rainfall intensity = 4.563(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.866 .Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.511(CFS) Total initial stream area = 0.889(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 901.000 to Point /Station 902.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 488.400(Ft.) End of street segment elevation = 481.200(Ft.) Length of street segment = 901.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(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 = 6.724(CFS) Depth of flow = 0.430(Ft.), Average velocity = 2.608(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.692(Ft.) Flow velocity = 2.61(Ft /s) Travel time = 5.76 min. TC = 15.61 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.494(In /Hr) for a 100.0 year storm Subarea runoff = 4.886(CFS) for 1.627(Ac.) Total runoff = 8.398(CFS) Total area = 2.516(Ac.) Street flow at end of street = 8.398(CFS) Half street flow at end of street = 8.398(CFS) Depth of flow = 0.459(Ft.), Average velocity = 2.753(Ft/s) Flow width (from curb towards crown)= 17.131(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 902.000 to Point /Station 903.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.800(Ft.) Downstream point /station elevation = 473.800(Ft.) Pipe length = 64.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.398(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.398(CFS) Normal flow depth in pipe = 7.01(In.) Flow top width inside pipe = 17.55(In.) Critical Depth = 13.46(In.) Pipe flow velocity = 13.20(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 15.69 min. End of computations, total study area = 2.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA OS +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 494.500(Ft.) Bottom (of initial area) elevation = 489.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.940) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 42.987 min. Rainfall intensity = 1.941(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.424 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.174(CFS) Total initial stream area = 6.279(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 489.500(Ft.) Downstream point elevation = 488.800(Ft.) Channel length thru subarea = 350.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.020 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 8.489(CFS) Depth of flow = 1.340(Ft.), Average velocity = Channel flow top width = 5.362(Ft.) Flow Velocity = 2.36(Ft /s) Travel time = 2.47 min. Time of concentration = 45.46 min. Sub - Channel No. 1 Critical depth = 1.023(Ft. 8.489(CFS) 2.362(Ft/s) ' Critical flow top width = 4.094(Ft.) Critical flow velocity= 4.052(Ft /s) Critical flow area = 2.095(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.417 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.880(In /Hr) for a 100.0 year storm Subarea runoff = 6.309(CFS) for 8.047(Ac.) Total runoff = 11.483(CFS) Total area = 14.326(Ac.) End of computations, total study area = 14.33 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 38.0 RATIONAL METHOD ANALYSIS 10 -YEAR STORM Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 12/09/04 ------------------------------------------------------------------ - - - - -- 1648 RANCHO SANTANA TRACT MAP NO. 31202 10 -YEAR STORM --------------------------------------------------------------- --------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Mainiero, Smith & Associates, Palm Springs, CA - SIN 931 ------------------------------------------------------------------------ Rational Method Hydrology Program based on ' Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(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 = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 DRAINAGE AREA 1 (WEST) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 360.500(Ft.) Top (of initial area) elevation = 490.700(Ft.) Bottom (of initial area) elevation = 488.000(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00749 s(percent)= 0.75 TC = k(0.390) *[(length^3) /(elevation change))'0.2 Initial area time of concentration = 10.938 min. Rainfall intensity = 2.630(In /Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.667 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious year storm fraction = 0.500 Initial subarea runoff = 2.681(CFS) Total initial stream area = 1.529(Ac Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 488.000(Ft.) End of street segment elevation = 483.800(Ft.) Length of street segment = 766.500(Ft,) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = 8.212(CFS) Depth of flow = 0.356(Ft.), Average velocity = 1.999(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.069(Ft.) Flow velocity = 2.00(Ft /s) Travel time = 6.39 min. TC = 17.33 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.637 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.014(In /Hr) for a 10.0 year storm Subarea runoff = 8.094(CFS) for 6.309(Ac.) Total runoff = 10.775(CFS) Total area = 7.838(Ac.) Street flow at end of street = 10.775(CFS) Half street flow at end of street = 5.387(CFS) Depth of flow = 0.387(Ft.), Average velocity = 2.136(Ft /s) Flow width (from curb towards crown)= 15.643(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 111.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 479.900(Ft.) Downstream point /station elevation = 473.000(Ft.) Pipe length = 327.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.775(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 10.775(CFS) Normal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 27.17(In.) Critical Depth = 13.17(In.) Pipe flow velocity = 9.21(Ft /s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 17.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.838(Ac.) Runoff from this stream = 10.775(CFS) Time of concentration = 17.92 min. Rainfall intensity = 1.975(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + += + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 643.800(Ft.) Top (of initial area) elevation = 488.600(Ft.) Bottom (of initial area) elevation = 483.900(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00730 s(percent)= 0.73 TC = k(0.390) *((length^3) /(elevation change)]^0.2 Initial area time of concentration = 13.864 min. Rainfall intensity = 2.292(In /Hr) for a 10.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.651 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious Initial subarea runoff = - 8.328(CFS) Total initial stream area = 5.579(Ac Pervious area fraction = 0.500 year storm fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside In Main Stream number: 2 Stream flow area = 5 Runoff from this stream = Time of concentration = Main Stream is listed: 579 (Ac.) 8.328(CFS) 13.86 min. Rainfall intensity = 2.292(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 10.775 17.92 2 8.328 13.86 Largest stream flow has longer time of Qp = 10.775 + sum of Qb Ia /Ib 8.328 * 0.862 = 7.176 Qp = 17.951 Total of 2 main streams to confluence: Flow rates before confluence point: 10.775 8.328 Area of streams before confluence: 7.838 5.579 Results of confluence: Total flow rate = 17.951(CFS) Time of concentration = 17.921 min. Effective stream area after confluence Rainfall Intensity (In /Hr) 1.975 2.292 concentration 13.417(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** PIPEFLOW TRAVEL_TIME (User specified size) * * ** Upstream point /station elevation = 473.000(Ft.) Downstream point /station elevation = 472.900(Ft.) Pipe length = 14.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.951(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 17.951(CFS) Normal flow depth in pipe = 15.56(In.) Flow top width inside pipe = 29.98(In.) Critical Depth = 17.23(In.) Pipe flow velocity = 6.97(Ft /s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 17.96 min. End of computations, total study area = 13.42 (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 DRAINAGE AREA 1 (EAST) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 359.500(Ft.) Top (of initial area) elevation = 490.700(Ft.) Bottom (of initial area) elevation = 487.900(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00779 s(percent)= 0.78 TC = k(0.390) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 10.841 min. Rainfall intensity = 2.644(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.667 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.612(CFS) Total initial stream area = 1.481(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 = 487.900(Ft.) End of street segment elevation = 483.900(Ft.) Length of street segment = 726.800(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = 8.413(CFS) Depth of flow = 0.358(Ft.), Average velocity = 2.014(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.191(Ft.) Flow velocity = 2.01(Ft /s) Travel time = 6.01 min. TC = 16.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.639 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.047(In /Hr) for a 10.0 year storm Subarea runoff = 8.598(CFS) for 6.577(Ac.) Total runoff = 11.211(CFS) Total area = 8.058(Ac. Street flow at end of street = 11.211(CFS) Half street flow at end of street = 5.605(CFS) Depth of flow = 0.392(Ft.), Average velocity = 2.161(Ft /s) Flow width (from curb towards crown)= 15.873(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.00.0 to Point /Station 131.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 479.900(Ft.) Downstream point /station elevation = 476.900(Ft.) Pipe length = 276.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.211(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.211(CFS) Normal flow depth in pipe = 10.49(In.) Flow top width inside pipe = 28.61(In.) Critical Depth = 13.45(In.) Pipe flow velocity = 7.33(Ft /s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 17.48 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.058(Ac.) Runoff from this stream = 11.211(CFS) Time of concentration = 17.48 min. Rainfall intensity = 2.004(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 623.700(Ft.) Top (of initial area) elevation = 488.500(Ft.) Bottom (of initial area) elevation = 484.100(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00705 s(percent)= 0.71 TC = k(0.390) *[(length^3) /(elevation change) ]A0.2 Initial area time of concentration = 13.784 min. Rainfall intensity = 2.300(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.652 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.246(CFS) Total initial stream area = 5.502(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 131.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.502(Ac.) Runoff from this stream = 8.246(CFS) Time of concentration = 13.78 min. Rainfall intensity = 2.300(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.211 17.48 2.004 2 8.246 13.78 2.300 Largest stream flow has longer time of concentration Qp = 11.211 + sum of Qb Ia /Ib 8.246 * 0.871 = 7.184 Qp = 18.394 Total of 2 main streams to confluence: Flow rates before confluence point: 11.211 8.246 Area of streams before confluence: 8.058 5.502 Results of confluence: Total flow rate = 18.394(CFS) Time of concentration = 17.484 min. Effective stream area after confluence = 13.560(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 132.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.900(Ft.) Downstream point /station elevation = 474.900(Ft.) Pipe length = 26.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.394(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 18.394(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 26.74(In.) Critical Depth = 17.44(In.) Pipe flow velocity = 16.92(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 17.51 min. End of computations, total study area = 13.56 (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 DRAINAGE AREA 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 647.100(Ft.) Top (of initial area) elevation = 488.400(Ft.) Bottom (of initial area) elevation = 483.900(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00695 s(percent)= 0.70 TC = k (0.390) * [ (length'3) / (elevation change) ] X0.2 Initial area time of concentration = 14.028 min. Rainfall intensity = 2.277(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.650 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.485(CFS) Total initial stream area = 5.054(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 202.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 478.200(Ft.) Downstream point /station elevation = 474.900(Ft.) Pipe length = 96.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.485(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow = 7.485(CFS) Normal flow depth in pipe = 7.75(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 12.73(In.) Pipe flow velocity = 10.28(Ft /s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 14.18 min. End of computations, total study area = 5.05 (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 DRAINAGE AREA 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 300.000 to Point /Station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 817.500(Ft.) Top (of initial area) elevation = 497.700(Ft.) Bottom (of initial area) elevation = 493.100(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00563 s(percent)= 0.56 TC = k(0.300) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 12.361 min. Rainfall intensity = 2.450(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.852 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.832.(CFS) Total initial stream area = 0.878(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 301.000 to Point /Station 302.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 493.100(Ft.) End of street segment elevation = 491.700(Ft.) Length of street segment = 275.300(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(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 = 0.360(Ft.), Average velocity = 1.790(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.182(Ft.) Flow velocity = 1.79(Ft /s) Travel time = 2.56 min. TC = 14.92 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.196(In /Hr) for a 10.0 year storm Subarea runoff = 1.845(CFS) for 0.989(Ac.) Total runoff = 3.677(CFS) Total area = 1.867(Ac.) Street flow at end of street = 3.677(CFS) Half street flow at end of street = 3.677(CFS) Depth of flow = 0.386(Ft.), Average velocity = 1.900(Ft /s) Flow width (from curb towards crown)= 13.489(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 302.000 to Point /Station 311.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 486.700(Ft.) Downstream point /station elevation = 483.000(Ft.) Pipe length = 1012.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.677(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.677(CFS) Normal flow depth in pipe = 9.83(In.) Flow top width inside pipe = 17.92(In.) Critical Depth = 8.79(In.) Pipe flow velocity = 3.72(Ft /s) Travel time through pipe = 4.53 min. Time of concentration (TC) = 19.46 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 311.000 to Point /Station 311.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 19.46 min. Rainfall intensity = 1.883(In /Hr) for a 10.0 year storm Subarea runoff = 1.961(CFS) for 1.231(Ac.) Total runoff = 5.638(CFS) Total area = 3.098(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 311.000 to Point /Station 312.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 483.000(Ft.) Downstream point /station elevation = 481.200(Ft.) Pipe length = 54.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.638(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.638(CFS) Normal flow depth in pipe = 6.01(In.) Flow top width inside pipe = 20.80(In.) Critical Depth = 10.05(In.) Pipe flow velocity = 9.16(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 19.56 min. End of computations, total study area = 3.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA 5 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 500.000 to Point /Station 501.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 622.500(Ft.) Top (of initial area) elevation = 488.400(Ft.) Bottom (of initial area) elevation = 484.400(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00643 s(percent)= 0.64 TC = k(0.390) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 14.033 min. Rainfall intensity = 2.276(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.650 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.053(CFS) Total initial stream area = 5.439(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 501.000 to Point /Station 502.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.400(Ft.) Downstream point /station elevation = 475.000(Ft.) Pipe length = 79.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.053(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.053(CFS) Normal flow depth in pipe = 8.36(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 13.19(In.) Pipe flow velocity = 10.03(Ft /s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 14.16 min. End of computations, total study area = 5.44 (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 DRAINAGE AREA 6A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 600.000 to Point /Station 601.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 547.900(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 482.300(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00785 s(percent)= 0.78 TC = k(0.390) * Hlength'3) / (elevation change) ]'0.2 Initial area time of concentration = 12.811 min. Rainfall intensity = 2.400(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.656 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.990(CFS) Total initial stream area = 2.533(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 601.000 to Point /Station 602.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 478.900(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 29.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.990(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.990(CFS) Normal flow depth in pipe = 3.30(In.) Flow top width inside pipe = 13.92(In.) Critical Depth = 9.18(In.) Pipe flow velocity = 18.00(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.84 min. End of computations, total study area = 2.53 (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 DRAINAGE AREA 6B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 610.000 to Point /Station 611.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 707.200(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 481.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00679 s(percent)= 0.68 TC = k(0.390) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 14.606 min. Rainfall intensity = 2.224(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.648 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.957(CFS) Total initial stream area = 2.052(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 611.000 to Point /Station 612.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.800(Ft.) End of street segment elevation = 479.500(Ft.) Length of street segment = 358.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = 6.315(CFS) Depth of flow = 0.320(Ft.), Average velocity = 1.991(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.293(Ft.) Flow velocity = 1.99(Ft /s) Travel time = 3.00 min. TC = 17.61 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.636 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.996(In /Hr) for a 10.0 year storm Subarea runoff = 5.915(CFS) for 4.661(Ac.) Total runoff = 8.872(CFS) Total area = 6.713(Ac Street flow at end of street = 8.872(CFS) Half street flow at end of street = 4.436(CFS) Depth of flow = 0.356(Ft.), Average velocity = 2.163(Ft /s) Flow width (from curb towards crown)= 14.060(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 612.000 to Point /Station 613.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 474.800(Ft.) Downstream point /station elevation = 469.700(Ft.) Pipe length = 76.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.872(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.872(CFS) Normal flow depth in pipe = 7.07(In.) Flow top width inside pipe = 17.58(In.) Critical Depth = 13.82(In.) Pipe flow velocity = 13.77(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 17.70 min. End of computations, total study area = 6.71 (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 DRAINAGE AREA 7A +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 700.000 to Point /Station 701.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = .824.000(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 480.700(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390) *[(length^3) /(elevation change)]"0.2 Initial area time of concentration = 15.362 min. Rainfall intensity = 2.160(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.645 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.408(CFS) Total initial stream area = 8.912(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 701.000 to Point /Station 702.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.700(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 31.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.408(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.408(CFS) Normal flow depth in pipe = 6.77(In.) Flow top width inside pipe = 17.44(In.) Critical Depth = 15.96(In.) Pipe flow velocity = 20.40(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.39 min. End of computations, total study area = 8.91 (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 DRAINAGE AREA 7B +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 710.000 to Point /Station 711.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 693.900(Ft.) Top (of initial area) elevation = 486.600(Ft.) Bottom (of initial area) elevation = 481.800(Ft.) Difference in elevation = 4.800(Ft.) Slope = .0.00692 s(percent)= 0.69 TC = k(0.390 ) *((length'�3) /(elevation change)]^0.2 Initial area time of concentration = 14.441 min. Rainfall intensity = 2.239(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.649 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.537(CFS) Total initial stream area = 1.747(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 711.000 to Point /Station 712.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 481.800(Ft.) End of street segment elevation = 480.000(Ft.) Length of street segment = 282.600(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.375(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 = Depth of flow = 0.325(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.518(Ft.) Flow velocity = 2.01(Ft /s) Travel time = 2.35 min. TC = 16.79 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.639 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.051(In /Hr) for a 10.0 Subarea runoff = 7.307(CFS) for 5.575(Ac.) Total runoff = 9.844(CFS) Total area = Street flow at end of street = 9.844(CFS) Half street flow at end of street = 4.922(CFS) 6.584(CPS) 006(Ft /s) = 0.500 year storm 7.322(Ac.) Depth of flow = 0.368(Ft.), Average velocity = 2.212(Ft /s) Flow width (from curb towards crown)= 14.665(Ft.) ++++++++++++++++++++++++++++++++++++++++ + + + + +. + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 712.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.322(Ac.) Runoff from this stream = 9.844(CFS) Time of concentration = 16.79 min. Rainfall intensity = 2.051(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 720.000 to Point /Station 721.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 844.000(Ft.) Top (of initial area) elevation = 485.700(Ft.) Bottom (of initial area) elevation = 480.200(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00652 s(percent)= 0.65 TC = k(0.390) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 15.805 min. Rainfall intensity = 2.124(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.643 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.000(CFS) Total initial stream area = 3.661(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 721.000 to Point /Station 712.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 476.600(Ft.) Downstream point /station elevation = 475.400(Ft.) Pipe length = 96.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.000(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.000(CFS) Normal flow depth in pipe = 7.24(In.) Flow top width inside pipe = 22.03(In.) Critical Depth = 9.45(In.) Pipe flow velocity = 6.26(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 16.06 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 712.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.661(Ac.) Runoff from this stream = 5.000(CFS) Time of concentration = 16.06 min. Rainfall intensity = 2.105(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 9.844 16.79 2 5.000 16.06 Largest stream flow has longer Qp = 9.844 + sum of Rainfall Intensity (In /Hr) 2.051 2.105 time of concentration Qb Ia /Ib 5.000 * 0.975 = 4.873 Qp = 14.717 Total of 2 main streams to confluence: Flow rates before confluence point: 9.844 5.000 Area of streams before confluence: 7.322 3.661 Results of confluence: Total flow rate = 14.717(CFS) Time of concentration = 16.789 min. Effective stream area after confluence = 10.983(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 712.000 to Point /Station 713.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 475.400(Ft.) Downstream point /station elevation = 470.900(Ft.) Pipe length = 224.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.717(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow = 14.717(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 28.49(In.) Critical Depth = 15.52(In.) Pipe flow velocity = 9.87(Ft /s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 17.17 min. End of computations, total study area = 10.98 (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 DRAINAGE AREA 8 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + ++ + + + + + + + + + +++ ++ Process from Point /Station 800.000 to Point /Station 801.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 245.500(Ft.) Top (of initial area) elevation = 482.100(Ft.) Bottom (of initial area) elevation = 480.700(Ft. Difference in elevation = 1.400(Ft.) Slope = 0.00570 s(percent)= 0.57 TC = k (0.300) *[(length^3) /(elevation change))'0.2 Initial area time of concentration = 7.620 min. Rainfall intensity = 3.244(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.923(CFS) Total initial stream area = 0.691(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 801.000 to Point /Station 802.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.000(Ft.) Downstream point /station elevation = 473.000(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.923(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 1.923(CFS) Normal flow depth in pipe = 5.62(In.) Flow top width inside pipe = 20.33(In.) Critical Depth = 5.76(In.) Pipe flow velocity = 3.44(Ft /s) Travel time through pipe = 3.88 min. Time of concentration (TC) = 11.50 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 802.000 to Point /Station 802.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.853 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = C.100; Impervious fraction = 0.900 Time of concentration = 11.50 min. Rainfall intensity = 2.555(In /Hr) for a 10.0 year storm Subarea runoff = 3.827(CFS) for 1.757(Ac.) Total runoff = 5.750(CFS) Total area = 2.448(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 802.000 to Point /Station 803.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 473.000(Ft.) Downstream point /station elevation = 469.000(Ft.) Pipe length = 402.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.750(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.750(CFS) Normal flow depth in pipe = 8.26(In.) Flow top width inside pipe = 22.81(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 6.00(Ft /s) Travel time through pipe = 1.12 min. Time of concentration (TC) = 12.62 min. End of computations, total study area = 2.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA 9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 900.000 to Point /Station 901.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 480.000(Ft.) Top (of initial area) elevation = 491.300(Ft.) Bottom (of initial area) elevation = 488.400(Ft.) Difference in elevation = 2.900(Ft.) Slope = 0.00604 s(percent)= 0.60 TC = k (0.300) *[(length^3) /I; elevation change)]"0.2 Initial area time of concentration = 9.849 min. Rainfall intensity = 2.795(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 2.124.(CFS) Total initial stream area = 0.889(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++= ++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 901.000 to Point /Station 902.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 488.400(Ft.) End of street segment elevation = 481.200(Ft.) Length of street segment = 901.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v /hz) = 0.020 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 = 32.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(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 = 4.067(CFS) Depth of flow = 0.373(Ft.), Average velocity = 2.311(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.822(Ft.) Flow velocity = 2.31(Ft /s) Travel time = 6.50 min. TC = 16.35 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.848 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0 Rainfall intensity = 2.083(In /Hr) for a 10.0 year Subarea runoff = 2.874(CFS) for 1.627(Ac.) Total runoff = 4.998(CFS) Total area = 2. Street flow at end of street = 4.998(CFS) Half street flow at end of street = 4.998(CFS) 900 storm 516 (Ac Depth of flow = 0.395(Ft.), Average velocity = 2.427(Ft/s) Flow width (from curb towards crown)= 13.938(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 902.000 to Point /Station 903.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 477.800(Ft.) Downstream point /station elevation = 473.800(Ft.) Pipe length = 64.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.998(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.998(CFS) Normal flow depth in pipe = 5.33(In.) Flow top width inside pipe = 16.43(In.) Critical Depth = 10.32(In.) Pipe flow velocity = 11.42(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 16.45 min. End of computations, total study area = 2.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 DRAINAGE AREA OS +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 494.500(Ft.) Bottom (of initial area) elevation = 489.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.940) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 42.987 min. Rainfall intensity = 1.189(In /Hr) for a 10.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.318 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.375(CFS) Total initial stream area = 6.279(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 211.000 to Point /Station 212.000 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** Upstream point elevation = 489.500(Ft.) Downstream point elevation = 488.800(Ft.) Channel length thru subarea = 350.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 3.897(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 3.897(CFS) Depth of flow = 1.001(Ft.), Average velocity = 1.944(Ft /s) Channel flow top width = 4.004(Ft.) Flow Velocity = 1.94(Ft /s) Travel time = 3.00 min. Time of concentration = 45.99 min. Sub - Channel No. 1 Critical depth = 0.750(Ft.) ' Critical flow top width = 3.000(Ft Critical flow velocity= 3.464(Ft/s) Critical flow area = 1.125(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.310 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group.D = 0.000 RI index for soil(AMC 2) = 38.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.143(In /Hr) for a 10.0 year storm Subarea runoff = 2.853(CFS) for 8.047(Ac.) Total runoff = 5.228(CFS) Total area = 14.326(Ac.) End of computations, total study area = 14.33 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 38.0 CATCH BASIN SIZING REFERENCE DOCUMENTS 1')' '�A' T(1 A rniAm ri IRR k_- 2' GUTTER DEPTH (FT) A (SF) P (FT) Q (CFS) 0.20 0.29 4.21 4.83 S% 0.30 0.94 9.32 20.18 SY2 0.40 2.10 14.42 57.59 SX 0.50 3.76 19.90 122.65 S36 0.60 6.21 29.90 215.76 S'h 0.70 9.66 39.90 371.74 S'h 0.73 10.89 42.90 432.52 S'lh VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1.4,86 A (A /P)% S% WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS— SECTIONAL AREA OF FLOW (SF) P = WETTED PERIMETER OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART N.T.S. w U Q LL_ m Of D U in, 1 S2' DEPTH (FT) A (SF) P (FT) I Q (CFS) HALF STREET FULL STREET 0.70 9.10 28.58 420.36 Sh 840.72 Sh 0.69 8.82 28.08 403.75 807.50 Sh 0.68 8.54 27.58 387.22 S 774.45 Sh 0.67 8.27 27.08 371.54 Sh 743.08 Sm 0.66 8.00 26.58 355.94 S 711.88 0.65 7.74 26.08 341.16 S 682.32 Sh 0.64 7.48 25.58 1 326.46 S 652.92 Sh 0.63 7.23 25.08 312.56 Sh 625.13 S 0.62 6.98 24.58 298.74 S% 597.49 0.61 6.74 24.08 285.71 Sh 571.42 0.60 6.50 23.58 272.74 Sh 545.49 0.59 1 6.27 23.08 260.55 Sh 521.09 0.58 1 6.04 22.58 248.41 S% 496.82 Sh 0.57 1 5.82 22.08 1 237.03 Sh 474.06 Sh 0.56 5.60 21.58 1 225.70 S% 451.41 Sh 0.55 5.39 21.08 215.11 S% 430.22 Sh 0.54 5.18 20.58 204.57 S% 409.14 Sh 0.53 4.98 20.08 194.75 Sh 389.49 Sh 0.52 4.78 19.58 184.97 Sh 369.94 Sh 0.51 1 4.59 19.08 175.89 S 351.77 Sh 0.50 1 4.40 18.58 166.85 5 333.69 S 0.49 1 4.22 18.54 1 155.85 Sh 311.70 Sh 0.48 1 4.03 18.49 144.59 Sh 289.18 Sh 0.47 3.85 18.45 134.18 Sh 268.37 Sh 0.46 1 3.67 18.41 124.07 Sh 248.14 Sh 0.45 3.48 18.37 113.72 Sh 227.43 Sh 0.44 3.30 18.33 104.23 S 208.47 ' 0.43 3.12 18.29 95.07 S' 190.14 S' 0.42 2.94 17.75 1 87.84 Sh 175.69 Sh 0.41 2.76 17.21 80.71 Sh 161.42 Sh 0.40 2.59 16.66 74.18 S' 148.37 Sh 0.39 2.43 16.12 68.19 Sh 136.37 Sh 0.38 2.27 15.58 62.27 Sh 124.53 Sh 0.37 2.12 15.04 56.88 Sh 113.77 Sh 0.36 1 1.97 1 14.50 1 51.58 Sh 1 103.15 S% !4 DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.35 1.83 13.96 46.78 S% 93.57 Sh 0.34 1.70 13.42 42.48 Sh 84.96 Sh 0.33 1.57 12.87 38.26 Su 76.51 Sh 0.32 1 1.44 12.33 34.08 Sh 68.17 Sh 0.31 1.32 11.79 30.38 S% 60.75 0.30 1.20 11.25 26.74 Sh 53.48 Sh 0.29 1.10 10.71 23.90 S% 47.80 Sh 0.28 0.99 10.17 20.75 Sh 41.51 Sh 0.27 0.89 9.63 18.02 Sh 36.05 Sh 0.26 0.80 9.09 15.68 S 31.36 Sh 0.25 0.71 8.54 13.40 S% 26.80 Sh 0.24 1 0.63 8.00 11.47 Sh 22.93 Sh 0.23 0.55 7.46 9.58 Sh 19.16 Sh 0.22 0.48 6.92 8.03 Sh 16.06 S 0.21 0.42 6.38 6.78 S 13.57 Sh 0.20 0.35 5.84 5.31 Sh 10.62 Sh 0.19 0.30 5.30 4.38 Sh 8.76 Sh 0.18 0.25 4.75 3.48 Sh 6.96 Sh 0.17 1 0.21 4.21 2.82 S' 5.64 Sh 0.16 0.17 3.67 2.17 Sh 4.34 0.15 0.13 3.13 1.54 Sh 3.09 Sh 0.14 0.10 2.59 1.13 Sh 2.26 Sh 0.13 0.08 2.05 0.91 Sh 1.82 Sh 0.12 0.06 1.51 0.69 Sh 1.38 Sh 0.11 0.05 0.97 0.69 Sh 1.37 Sh 0.10 1 0.04 0.88 0.50 Sh 1.01 Sh 0.09 0.03 0.79 0.34 Sh 0.67 Sh 0.08 0.03 0.70 0.36 Sh 0.73 Sh 0.07 0.02 0.61 0.20 Sh 0.41 Sh 0.06 0.02 0.53 0.22 Sh 0.45 Sh 0.05 0.01 0.44 0.08 Sh 0.16 Sh 0.04 0.01 0.35 0.09 Sh 0.19 Sh 0.03 1 0.00 0.26 0.00 Sh 0.00 Sh 0.02 1 0.00 0.18 0.00 Sh 1 0.00 Sh 0.01 1 0.00 0.09 0.00 Sh 1 0.00 Sh VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1. 486 A (A /P)% Sm WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) P = WETTED PERIMETER OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART N.T.S. GRATE (or checkered t optional) See Standard Drawing C B 107 & __ � II SEE DETAIL "B° Existing Grads 4 6 Openings of L =12 "- z S PLAN L 311x 21 'iNx 3 /e. RODDED END- LUG VO x I PUNCH I" HOLE IN PIPE TO RECEIVE 1�, 1 LUG. Grads 74 CLEAR 3" x ' /,t" BAR S DETAIL "Bu Grade 6EMin. Circle around inlet where possible. NOTE: 36 is C. M.P. Openings are optional. Use 36" THICKNESS 90.109* C.M.P. Thickness= 0.064 when openings are omitted. VARIABLE —V DEPTH NOTED ON PLANS. 18" R.C.P. Or C.M-"0144 I THICKNES -0.064 -. Y 91[ UNLESS OTHERWISE , T NOTED ON PLANS SECTION A -A NOTES: -- •-'-`° -o. owvc vni.7c oiSTiS PARALLEL TO FLOW. Z. GRATE AND FRAME SHALL BE GALVANIZED. REVISIONS ■IVIRSIDI COUNTY FLOOD CONTROL PROJECT 110. AND -- WATI■ CONSIRVATION DISTRICT INLET TYPE APPROVED NY. DRAWING NO 0/11GM[D n' (GRATE DETAILS) '-?'- D-MM: u[r •fu[r- -E lRlZ SHEET NO. A ►PR•OAT( ATE �rc■ron: DATE _6-/-7! STANDARD DRAWING NUMBER C810e W F. DESCRIPTION STORM DRAIN HYDRAULIC ANALYSES STORM DRAIN LINE 102 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe . = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 13.59 ft Plan Length = 14.84 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 38.52 cfs Invert Elevation Downstream = 472.90 ft Invert Elevation Upstream = 473.02 ft Invert Slope = 0.88% Invert Slope (Plan Length) = 0.81% Rim Elevation Downstream = 479.50 ft Rim Elevation Upstream = 481.61 ft Natural Ground Slope = 15.54W Crown Elevation Downstream = 475.40 ft Crown Elevation Upstream = 475.52 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 1.53 min Total Intensity = 12.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.31 cfs Uniform Capacity = 38.52 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.79 ft HGL Elevation Upstream = 480.89 ft HGL Slope = 0.70 % EGL Elevation Downstream = 481.55 ft EGL Elevation Upstream = 481.64 ft EGL Slope = 0.70 % Critical Depth = 23.90 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 6.99 ft /s Velocity Upstream = 6.99 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 8.87 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA ft /ft Calculated Junction Loss = 0.407 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag = 22.72 ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 0.013 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 21.47 ft Plan Length = 22.72 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.34 cfs Invert Elevation Downstream = 473.02 ft Invert Elevation Upstream = 473,.13 ft Invert Slope = 0.51% min Invert Slope (Plan Length) = 0.48% in /hr Rim Elevation Downstream = 481.61 ft Rim Elevation Upstream = 483.60 ft Natural Ground Slope = 9.24% cfs Crown Elevation Downstream = 475.52 ft Crown Elevation Upstream = 475.63 ft - -- -FLOW INFORMATION--- - Downstream Inlet Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 1.46 min Total Intensity = 12.10 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.94 cfs Uniform Capacity = 29.34 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 481.29 ft HGL Elevation Upstream = 481.38 ft HGL Slope = 0.43 W EGL Elevation Downstream = 481.76 ft EGL Elevation Upstream = 481.85 ft EGL Slope = 0.43 % Critical Depth = 21.24 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.49 ft /s Velocity Upstream = 5.49 ft /s Uniform Velocity Downstream = 6.78 ft /s Uniform Velocity Upstream = 6.78 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.070 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %. min Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 ft Slot Efficiency = * 96 ft Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3. - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = HDPE min Pipe Length = 34.60 ft Plan Length = 35.85 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.57 cfs Invert Elevation Downstream = 473.13 ft Invert Elevation Upstream = 473.31 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 483.60 ft Natural Ground Slope = -0.00% Crown Elevation Downstream = 475.63 ft Crown Elevation Upstream = 475.81 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 1.00 min Inlet Intensity = 12.40 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 ft Total Time of Concentration = 1.35 min Total Intensity = 12.17 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.94 cfs Uniform Capacity = 29.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.45 ft HGL Elevation Upstream = 481.60 ft HGL Slope = 0.43 % EGL Elevation Downstream = 481.92 ft EGL Elevation Upstream = 482.07 ft EGL Slope = 0.43 % Critical Depth = 21.24 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.49 ft /s Velocity Upstream = 5.49 ft /s Uniform Velocity Downstream = 6.83 ft /s Uniform Velocity Upstream = 6.83 ft /s Area Downstream =.4.91 ft'2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA cfs Calculated Junction Loss = 0.283 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - INFORMATION--- - Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 ft Pipe Material = HDPE min Pipe Length = 238.24 ft Plan Length = 239.42 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 64.25 cfs Invert Elevation Downstream = 473.31 ft Invert Elevation Upstream = 479.16 ft Invert Slope = 2.46% cfs Invert Slope (Plan Length) = 2.44% cfs Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 486.20 ft Natural Ground Slope = 1.09% gpd Crown Elevation Downstream = 475.81 ft Crown Elevation Upstream = 481.66 ft - -- -FLOW INFORMATION--- - INFORMATION--- - Catchment Area ' = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 EGL Total Time of Concentration = 0.35 min Total Intensity = 12.86 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 64.25 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.89 ft HGL Elevation Upstream = 482.43 ft HGL Slope = 0.23 % EGL Elevation Downstream = 482.13 ft EGL Elevation Upstream = 482.68 ft EGL Slope = 0.23 W Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 11.49 ft /s Uniform Velocity Upstream = 11.49 ft /s Area Downstream = 4.91 ft ^2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA Gutter Width Calculated Junction Loss = 0.037 ft - -- -INLET INFORMATION--- - = * 96 Downstream Inlet = WYE NO. 2 Inlet Description = <None> = 0.00 Inlet Type = Undefined = 0.00 Computation Case = Sag = 0.00 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 0.00 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width. = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 13.34 ft Plan Length = 13.34 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 60.45 cfs Invert Elevation Downstream = 479.16 ft Invert Elevation Upstream = 479.45 ft Invert Slope = 2.17% Invert Slope (Plan Length) = 2.17% Rim Elevation Downstream = 486.20 ft Rim Elevation Upstream = 483.49 ft Natural Ground Slope = - 20.31% Crown Elevation Downstream = 481.66 ft Crown Elevation Upstream = 481.95 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 4.91 ft'2 Total Time of Concentration = 0.30 min Total Intensity = 12.90 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 60.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.47 ft HGL Elevation Upstream = 482.50 ft HGL Slope = 0.23 W EGL Elevation Downstream = 482.71 ft EGL Elevation Upstream = 482.74 ft EGL Slope = 0.23 % Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 10.99 ft /s Uniform Velocity Upstream = 10.99 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ftA2 Kj ( JLC ) = NA Calculated Junction Loss = 0.037 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION---- Catchment Area Runoff Coefficient = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s _ * 96 = 0.00 = 100 Year = Tutorial = Pipe 6 = Pipe 5 = HDPE = 17.13 ft = 19.62 ft = Circular = 30.00 in = 0.013 = 65.71 cfs = 479.45 ft = 479.89 ft = 2.57% = 2.24% = 483.49 ft = 484.67 ft = 6.89% = 481.95 ft = 482.39 ft = 0.00 ac = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.78 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Velocity Upstream Total Time of Concentration = 0.21 min Total Intensity = 12.96 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 65.71 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 482.53 ft HGL Elevation Upstream = 482.57 ft HGL Slope = 0.23 W EGL Elevation Downstream = 482.78 ft EGL Elevation Upstream = 482.82 ft EGL Slope = 0.23 % Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 11.68 ft /s Uniform Velocity Upstream = 11.68 ft /s Area Downstream = 4.91 ftA2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.172 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 3 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * 96 cfs Slot Efficiency = * 96 ft Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 ac Current Pipe = Pipe 7 = 0.000 Downstream Pipe = Pipe 6 Time Pipe Material = HDPE Inlet Pipe Length = 37.00 ft Plan Length = 40.00 ft Pipe Type = Circular Input Flow Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 23.22 cfs Invert Elevation Downstream = 479.99 ft Invert Elevation Upstream = 480.38 ft Invert Slope = 1.05% min Invert Slope (Plan Length) = 0.97% = 0.00 Rim Elevation Downstream = 484.67 ft Rim Elevation Upstream = 484.67 ft Natural Ground Slope = 0.00% cfs Crown Elevation Downstream = 481.99 ft Crown Elevation Upstream = 482.38 ft - -- -FLOW INFORMATION - - -- Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.78 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time_of Concentration 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.78 cfs Uniform Capacity = 23.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION-- HGL Elevation Downstream = 482.74 ft HGL Elevation Upstream = 482.84 ft HGL Slope = 0.26 % EGL Elevation Downstream = 482.89 ft EGL Elevation Upstream = 482.99 ft EGL Slope = 0.26 % Critical Depth = 13.43 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.11 ft /s Velocity Upstream = 3.11 ft /s Uniform Velocity Downstream = 7.08 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.172 ft - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN NO Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 Grate Efficiency = * % Slot Efficiency = * % 1 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 ac Downstream Pipe = Pipe 1 ft Pipe Material = HDPE min Pipe Length = 15.05 ft Plan Length = 16.34 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00' in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 148.06 cfs Invert Elevation Downstream = 473.05 ft Invert Elevation Upstream = 479.50 ft Invert Slope = 47.45% cfs Invert Slope (Plan Length) = 39.47% cfs Rim Elevation Downstream = 481.61 ft Rim Elevation Upstream = 484.00 ft Natural Ground Slope = 15.87% gpd Crown Elevation Downstream = 475.05 ft Crown Elevation Upstream = 481.50 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 148.06 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.29 ft HGL Elevation Upstream = 481.30 ft HGL Slope = 0.08 % EGL Elevation Downstream = 481.38 ft EGL Elevation Upstream = 481.40 ft EGL Slope = 0.15 % Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 21.58 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.48 ft /s Uniform Velocity Downstream = 35.02 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ftA2 Area Upstream = 2.98 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 t Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 3 Pipe Material = HDPE H, Pipe Length = 5.14 ft HGL Elevation Downstream Plan Length = 6.27 ft ac Pipe Type = Circular EGL Elevation Downstream Pipe Dimensions = 24.00 in min Pipe Manning's "n" = 0.013 in /hr Pipe Capacity at Invert Slope = 105.99 cfs Invert Elevation Downstream = 473.56 ft Invert Elevation Upstream = 474.69 ft Invert Slope = 22.52% ac Invert Slope (Plan Length) = 18.03% = 3.14 ft^2 Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 483.61 ft Natural Ground Slope = 0.30% cfs Crown Elevation Downstream = 475.56 ft Crown Elevation Upstream = 476.69 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft^2 Total Time of Concentration = 0.08 min Total Intensity = 13.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 105.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.89 ft HGL Elevation Upstream = 481.89 ft HGL Slope = 0.11 % EGL Elevation Downstream = 481.97 ft EGL Elevation Upstream = 481.98 ft EGL Slope = 0.11 % Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.35 ft /s Uniform Velocity Downstream = 25.17 ft /s Uniform Velocity Upstream = 19.40 ft /s Area Downstream = 3.14 ft^2 Area Upstream. = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 10.42 ft Plan Length = 11.64 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 156.79 cfs Invert Elevation Downstream = 474.69 ft Invert Elevation Upstream = 479.70 ft Invert Slope = 54.83% Invert Slope (Plan Length) = 43.05% Rim Elevation Downstream = 483.61 ft Rim Elevation Upstream = 484.00 ft Natural Ground Slope = 3.73% Crown Elevation Downstream = 476.69 ft Crown Elevation Upstream = 481.70 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 HGL Elevation Downstream Inlet Time = 0,00 min Inlet In = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 2.35 ft /s Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 156.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.94 ft HGL Elevation Upstream = 481.96 ft HGL Slope = 0.17 % EGL Elevation Downstream = 482.03 ft EGL Elevation Upstream = 482.04 ft EGL Slope = 0.17 W Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.35 ft /s Uniform Velocity Downstream = 25.55 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft�2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 4 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % STORM DRAIN LINE 112 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 13.59 ft Plan Length = 14.84 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 38:52 cfs Invert Elevation Downstream = 472.90 ft Invert Elevation Upstream = 473.02 ft Invert Slope = 0.88% cfs Invert Slope (Plan Length) = 0.81% cfs Rim Elevation Downstream = 479.40 ft Rim Elevation Upstream = 481.61 ft Natural Ground Slope = 16.27% gpd Crown Elevation Downstream = 475.40 ft Crown Elevation Upstream = 475.52 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 1.53 min Total Intensity = 12.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.31 cfs Uniform Capacity = 38.52 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.10 ft HGL Elevation Upstream = 481.20 ft HGL Slope = 0.70 $ EGL Elevation Downstream = 481.86 ft EGL Elevation Upstream = 481.95 ft EGL Slope = 0.70 % Critical Depth = 23.90 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 6.99 ft /s Velocity Upstream = 6.99 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 8.87 ft /s Area Downstream = 4.91 ft�2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.407 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = Outfall = Pipe 1 Inlet Description = <None> Pipe Length Inlet Type = Undefined = 22.72 ft Computation Case = Sag Pipe Dimensions Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 21.47 ft Plan Length = 22.72 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.34 cfs Invert Elevation Downstream = 473.02 ft Invert Elevation Upstream = 473.13 ft Invert Slope = 0.51% in /hr Invert Slope (Plan Length) = 0.48% cfs Rim Elevation Downstream = 481.61 ft Rim Elevation Upstream = 483.60 ft Natural Ground Slope = 9.24% ac Crown Elevation Downstream = 475.52 ft Crown Elevation Upstream = 475.63 ft - -- -FLOW INFORMATION - - -- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 1.46 min Total Intensity = 12.10 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.94 cfs Uniform Capacity = 29.34 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 481.60 ft HGL Elevation Upstream = 481.69 ft HGL Slope = 0.43 W EGL Elevation Downstream = 482.07 ft EGL Elevation Upstream = 482.16 ft EGL Slope = 0.43 % Critical Depth = 21.24 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.49 ft /s Velocity Upstream = 5.49 ft /s Uniform Velocity Downstream = 6.78 ft /s Uniform Velocity Upstream = 6.78 ft /s Area Downstream = 4.91 ft�2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.070 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %. min Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * %, Grate Efficiency = * % ft Slot Efficiency = * % ft Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = HDPE min Pipe Length = 34.60 ft Plan Length = 35.85 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.57 cfs Invert Elevation Downstream = 473.13 ft Invert Elevation Upstream = 473.31 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.50* Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 483.60 ft Natural Ground Slope = -0.00% Crown Elevation Downstream = 475.63 ft Crown Elevation Upstream = 475.81 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 1.00 min Inlet Intensity = 12.40 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 1.35 min Total Intensity = 12.17 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.94 cfs Uniform Capacity = 29.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.76 ft HGL Elevation Upstream = 481.91 ft HGL Slope = 0:43 % EGL Elevation Downstream = 482.23 ft EGL Elevation Upstream = 482.38 ft EGL Slope = 0.43 % Critical Depth = 21.24 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.49 ft /s Velocity Upstream = 5.49 ft /s Uniform Velocity Downstream = 6.83 ft /s Uniform Velocity Upstream = 6.83 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA = 0.00 Calculated Junction Loss = 0.283 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - INFORMATION--- - Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 ft Pipe Material = HDPE min Pipe Length = 238.24 ft Plan Length = 239.42 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 = 0.00 Pipe Capacity at Invert Slope = 64.25 cfs Invert Elevation Downstream = 473.31 ft Invert Elevation Upstream = 479.16 ft Invert Slope = 2.46% = 0.00 Invert Slope (Plan Length) = 2.44% = 19.57 Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 486.20 ft Natural Ground Slope = 1.09% = 0.00 Crown Elevation Downstream = 475.81 ft Crown Elevation Upstream = 481.66 ft - -- -FLOW INFORMATION--- - INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 EGL Total Time of Concentration = 0.35 min Total Intensity = 12.86 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 64.25 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.20 ft HGL Elevation Upstream = 482.74 ft HGL Slope = 0.23 % EGL Elevation Downstream = 482.44 ft EGL Elevation Upstream = 482.99 ft EGL Slope = 0.23 % Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 11.49 ft /s Uniform Velocity Upstream = 11.49 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA in Calculated Junction Loss = 0.037 ft - -- -INLET INFORMATION"— = * % Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * 96 Slot Efficiency = * %. Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 13.34 ft Plan Length = 13.34 ft Pipe Type = Circular ac Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 min Pipe Capacity at Invert Slope = 60.45 cfs Invert Elevation Downstream = 479.16 ft Invert Elevation Upstream = 479.45 ft Invert Slope = 2.17% cfs Invert Slope (Plan Length) = 2.17% ac Rim Elevation Downstream = 486.20 ft Rim Elevation Upstream = 483.49 ft Natural Ground Slope = - 20.31% in /hr Crown Elevation Downstream = 481.66 ft Crown Elevation Upstream = 481.95 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 4.91 ft"2 Total Time of Concentration = 0.30 min Total Intensity = 12.90 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 60.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.78 ft HGL Elevation Upstream = 482.81 ft HGL Slope = 0.23 % EGL Elevation Downstream = 483.02 ft EGL Elevation Upstream = 483.05 ft EGL Slope = 0.23 % Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 10.99 ft /s Uniform Velocity Upstream = 10.99 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.037 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * %. Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 17.13 ft Plan Length = 19.62 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 65.71 cfs Invert Elevation Downstream = 479.45 ft Invert Elevation Upstream = 479.89 ft Invert Slope = 2.57% Invert Slope (Plan Length) = 2.24% Rim Elevation Downstream = 483.49 ft Rim Elevation Upstream = 484.67 ft Natural Ground Slope = 6.89% Crown Elevation Downstream = 481.95 ft Crown Elevation Upstream = 482.39 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 HGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.78 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.99 ft /s Total Time of Concentration = 0.21 min Total Intensity = 12.96 in /hr Total Rational Flow = 0.00 cfs Total Flow = 19.57 cfs Uniform Capacity = 65.71 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.84 ft HGL Elevation Upstream = 482.88 ft HGL Slope = 0.23 W EGL Elevation Downstream = 483.09 ft EGL Elevation Upstream = 483.13 ft EGL Slope = 0.23 % Critical Depth = 18.01 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.99 ft /s Velocity Upstream = 3.99 ft /s Uniform Velocity Downstream = 11.68 ft /s Uniform Velocity Upstream = 11.68 ft /s Area Downstream = 4.91 ftA2 Area Upstream = 4.91 ft�2 Kj (JLC) = NA Calculated Junction Loss = 0.172 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 3 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * W ft Slot Efficiency = * % ft Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 ac Downstream Pipe = Pipe 6 Pipe Material = HDPE min Pipe Length = 37.00 ft Plan Length = 40.00 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 23.22 cfs Invert Elevation Downstream = 479.99 ft Invert Elevation Upstream = 480.38 ft Invert Slope = 1.05% cfs Invert Slope (Plan Length) = 0.97% Rim Elevation Downstream = 484.67 ft Rim Elevation Upstream = 484.67 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 481.99 ft Crown Elevation Upstream = 482.38 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.78 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.78 cfs Uniform Capacity = 23.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Longitudinal Slope HGL Elevation Downstream = 483.05 ft HGL Elevation Upstream = 483.15 ft HGL Slope = 0.26 % EGL Elevation Downstream = 483.20 ft EGL Elevation Upstream = 483.30 ft EGL Slope = 0.26 % Critical Depth = 13.43 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.11 ft /s Velocity Upstream = 3.11 ft /s Uniform Velocity Downstream = 7.08 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ftA2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA = 0.00 Calculated Junction Loss = 0.172 ft - -- -INLET INFORMATION - - -' Downstream Inlet = CATCH BASIN NO Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 $ Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 Grate Efficiency = * %. 1 Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 ac Downstream Pipe = Pipe 1 Inlet Time Pipe Material = HDPE Inlet Intensity Pipe Length = 15.06 ft Plan Length = 16.34 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 148.34 cfs Invert Elevation Downstream = 473.02 ft Invert Elevation Upstream = 479.50 ft Invert Slope = 47.67% cfs Invert Slope (Plan Length) = 39.65% cfs Rim Elevation Downstream = 481.61 ft Rim Elevation Upstream = 484.00 ft Natural Ground Slope = 15.86% gpd Crown Elevation Downstream = 475.02 ft Crown Elevation Upstream = 481.50 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 24.00 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 148.34 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.60 ft HGL Elevation Upstream = 481.62 ft HGL Slope = 0.15 % EGL Elevation Downstream = 481.69 ft EGL Elevation Upstream = 481.71 ft EGL Slope = 0.15 W Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.35 ft /s Uniform Velocity Downstream = 35.06 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Pavement Cross -Slope Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe Pipe 9 Downstream Pipe = Pipe 3 Pipe Material = HDPE ac Pipe Length = 5.14 ft ft Plan Length = 6.27 ft min Pipe Type = Circular in /hr Pipe Dimensions = 24.00 in cfs Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 105.99 cfs Invert Elevation Downstream = 473.56 ft Invert Elevation Upstream = 474.69 ft Invert Slope = 22.52% min Invert Slope (Plan Length) = 18.03% in /hr Rim Elevation Downstream = 483.60 ft Rim Elevation Upstream = 483.61 ft Natural Ground Slope = 0.30% cfs Crown Elevation Downstream = 475.56 ft Crown Elevation Upstream = 476.69 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.08 min Total Intensity = 13.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 105.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.20 ft HGL Elevation Upstream = 482.20 ft HGL Slope = 0.11 % EGL Elevation Downstream = 482.28 ft EGL Elevation Upstream = 482.29 ft EGL Slope = 0.11 % Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.35 ft /s Uniform Velocity Downstream = 25.17 ft /s Uniform Velocity Upstream = 19.40 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined = Pipe 10 Computation Case = Sag = Pipe 9 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 10.42 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 9, = 474.69 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * %. Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 10.42 ft Plan Length = 11.64 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 156.79 cfs Invert Elevation Downstream = 474.69 ft Invert Elevation Upstream = 479.70 ft Invert Slope = 54.83W Invert Slope (Plan Length) = 43.05% Rim Elevation Downstream = 483.61 ft Rim Elevation Upstream = 484.00 ft Natural Ground Slope = 3.73% Crown Elevation Downstream = 476.69 ft Crown Elevation Upstream = 481.70 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft"2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.37 cfs Uniform Capacity = 156.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.25 ft HGL Elevation Upstream = 482.27 ft HGL Slope = 0.17 % EGL Elevation Downstream = 482.34 ft EGL Elevation Upstream = 482.35 ft EGL Slope = 0.17 % Critical Depth = 11.58 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.35 ft /s Velocity Upstream = 2.35 ft /s Uniform Velocity Downstream = 25.55 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 4 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0:00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 W Grate Efficiency = * 9, Slot Efficiency = * %. Total Efficiency = 0.00 % STORM DRAIN LINE 132 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 25.35 ft Plan Length = 26.52 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 115.45 cfs Invert Elevation Downstream = 474.90 ft Invert Elevation Upstream = 476.91 ft Invert Slope = 7.95% cfs Invert Slope (Plan Length) = 7.58 cfs Rim Elevation Downstream = 479.40 ft Rim Elevation Upstream = 484.24 ft Natural Ground Slope = 19.08% gpd Crown Elevation Downstream = 477.40 ft Crown Elevation Upstream = 479.41 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 1.29 min Total Intensity = 12.21 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.95 cfs Uniform Capacity = 115.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.10 ft HGL Elevation Upstream = 481.28 ft HGL Slope = 0.73 % EGL Elevation Downstream = 481.89 ft EGL Elevation Upstream = 482.07 ft EGL Slope = 0.73 W Critical Depth = 24.10 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 7.12 ft /s Velocity Upstream = 7.12 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 20.62 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA = 0.00 Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Pipe Material Computation Case = Sag = 37.50 ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 30.00 in Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * $ Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * % Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 37.50 ft Plan Length = 40.00 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 43.90 cfs Invert Elevation Downstream = 476.91 ft Invert Elevation Upstream = 477.34 ft Invert Slope = 1.15% min Invert Slope (Plan Length) = 1.08% in /hr Rim Elevation Downstream = 484.24 ft Rim Elevation Upstream = 484.36 ft Natural Ground Slope = 0.32% cfs Crown Elevation Downstream = 479.41 ft Crown Elevation Upstream = 479.84 ft - -- -FLOW INFORMATION--- - Downstream Inlet Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 1.17 min Total Intensity = 12.29 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.65 cfs Uniform Capacity = 43.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 481.78 ft HGL Elevation Upstream = 481.95 ft HGL Slope = 0.45 % EGL Elevation Downstream = 482.28 ft EGL Elevation Upstream = 482.45 ft EGL Slope = 0.45 % Critical Depth = 21.52 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.63 ft /s Velocity Upstream = 5.63 ft /s Uniform Velocity Downstream = 9.46 ft /s Uniform Velocity Upstream = 9.46 ft /s Area Downstream = 4.91 ft�2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding width = 0.00 ft Intercept Efficiency = * % = 0.00 cfs Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Catchment Area Current Pipe = Pipe 5 = 0.500 Downstream Pipe = Pipe 2 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 217.71 ft Plan Length = 218.95 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 42.60 cfs Invert Elevation Downstream = 477.34 ft Invert Elevation Upstream = 479.69 ft Invert Slope = 1.08% Invert Slope (Plan Length) = 1.07% Rim Elevation Downstream = 484.36 ft Rim Elevation Upstream = 486.70 ft Natural Ground Slope = 1.08% Crown Elevation Downstream = 479.84 ft Crown Elevation Upstream = 482.19 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 483.26 ft Total Time of Concentration = 0.29 min Total Intensity = 12.90 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.35 cfs Uniform Capacity = 42.60 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.45 ft HGL Elevation Upstream = 482.99 ft HGL Slope = 0.25 % EGL Elevation Downstream = 482.72 ft EGL Elevation Upstream = 483.26 ft EGL Slope = 0.25 % Critical Depth = 18.39 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 4.15 ft /s Velocity Upstream = 4.15 ft /s Uniform Velocity Downstream = 8.58 ft /s Uniform Velocity Upstream = 8.58 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HYDRAULIC INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 5 = 483.04 Pipe Material = HDPE min Pipe Length = 17.23 ft Plan Length = 19.53 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's'"n" = 0.013 ac Pipe Capacity at Invert Slope = 43.06 cfs Invert Elevation Downstream = 479.69 ft Invert Elevation Upstream = 479.88 ft Invert Slope = 1.10% cfs Invert Slope (Plan Length) = 0.97t cfs Rim Elevation Downstream = 486.70 ft Rim Elevation Upstream = 484.94 ft Natural Ground Slope = - 10.24% gpd Crown Elevation Downstream = 482.19 ft Crown Elevation Upstream = 482.38 ft - -- -FLOW INFORMATION--- - HYDRAULIC INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 = 483.04 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.18 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 ft Total Time of Concentration = 0.21 min Total Intensity = 12.96 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.35 cfs Uniform Capacity = 43.06 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.04 ft HGL Elevation Upstream = 483.08 ft HGL Slope = 0.25 % EGL Elevation Downstream = 483.31 ft EGL Elevation Upstream = 483.35 ft EGL Slope = 0.25 % Critical Depth = 18.39 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 4.15 ft /s Velocity Upstream = 4.15 ft /s Uniform Velocity Downstream = 8.65 ft /s Uniform Velocity Upstream = 8.65 ft /s Area Downstream = 4.91 ftA2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.284 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 1 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HGL Elevation Downstream Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 EGL Elevation Downstream Pipe Material = HDPE min Pipe Length = 36.17 ft Plan Length = 40.80 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 15.95 cfs Invert Elevation Downstream = 480.38 ft Invert Elevation Upstream = 480.56 ft Invert Slope = 0.50% cfs Invert Slope (Plan Length) = 0.44% cfs Rim Elevation Downstream = 484.94 ft Rim Elevation Upstream = 484.93 ft Natural Ground Slope = -0.03% gpd Crown Elevation Downstream = 482.38 ft Crown Elevation Upstream = 482.56 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.18 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft'2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.18 cfs Uniform Capacity = 15.95 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.37 ft HGL Elevation Upstream = 483.57 ft HGL Slope = 0.55 % EGL Elevation Downstream = 483.53 ft EGL Elevation Upstream = 483.73 ft EGL Slope = 0.55 % Critical Depth = 13.71 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.24 ft /s Velocity Upstream = 3.24 ft /s Uniform Velocity Downstream = 5.38 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.778 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = CATCH BASIN 3 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate = 6.26 ft Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 0.00 W Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 0.00 Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * %. Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 5.15 ft Plan Length = 6.26 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 106.91 cfs Invert Elevation Downstream = 477.16 ft Invert Elevation Upstream = 478.31 ft Invert Slope = 22.93W cfs Invert Slope (Plan Length) = 18.36% cfs Rim Elevation Downstream = 484.24 ft Rim Elevation Upstream = 484.91 ft Natural Ground Slope = 13.04% in Crown Elevation Downstream = 479.16 ft Crown Elevation Upstream = 480.31 ft - -- -FLOW INFORMATION--- - Downstream Inlet Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 0.08 min Total Intensity = 13.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.30 cfs Uniform Capacity = 106.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 481.78 ft HGL Elevation Upstream = 481.79 ft HGL Slope = 0.11 % EGL Elevation Downstream = 481.87 ft EGL Elevation Upstream = 481.87 ft EGL Slope = 0.11 % Critical Depth = 11.52 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.32 ft /s Velocity Upstream = 2.32 ft /s Uniform Velocity Downstream = 28.00 ft /s Uniform Velocity Upstream = 19.46 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % ft Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % ft Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Catchment Area Current Pipe = Pipe 7 = 0.000 Downstream Pipe = Pipe 6 Inlet Intensity Pipe Material = HDPE Pipe Length = 13.92 ft Plan Length = 16.67 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 97.74 cfs Invert Elevation Downstream = 478.31 ft Invert Elevation Upstream = 480.91 ft Invert Slope = 19.02% Invert Slope (Plan Length) = 15.60% Rim Elevation Downstream = 484.91 ft Rim Elevation Upstream = 484.95 ft Natural Ground Slope = 0.30% Crown Elevation Downstream = 480.31 ft Crown Elevation Upstream = 482.91 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.30 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 EGL Slope Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.30 cfs Uniform Capacity = 97.74 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 481.84 ft HGL Elevation Upstream = 482.06 ft HGL Slope = 1.59 % EGL Elevation Downstream = 481.92 ft EGL Elevation Upstream = 482.43 ft EGL Slope = 3.70 % Critical Depth = 11.52 in Depth Downstream = 24.00 in Depth Upstream = 11.52 in Velocity Downstream = 2.32 ft /s Velocity Upstream = 4.90 ft /s Uniform Velocity Downstream = 18.26 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ftA2 Area Upstream = 1.49 ft"2 Kj (JLC) = 0.50 = 1.48 Calculated Junction Loss = NA = 3.000 - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 2 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 % Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from.Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Invert Slope (Plan Length) Grate Efficiency = 0.00 W Slot Efficiency = * %. Natural Ground Slope Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 2 Pipe Material = HDpE Pipe Length = 5.36 ft Plan Length = 6.26 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 134.28 cfs Invert Elevation Downstream = 473.70 ft Invert Elevation Upstream = 475.59 ft Invert Slope = 37.69% Invert Slope (Plan Length) = 30.17% Rim Elevation Downstream = 484.36 ft Rim Elevation Upstream = 484.91 ft Natural Ground Slope = 10.25% Crown Elevation Downstream = 475.70 ft Crown Elevation Upstream = 477.59 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.11 min Total Intensity = 13.04 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.30 cfs Uniform Capacity = 134.28 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.45 ft HGL Elevation Upstream = 482.46 ft HGL Slope = 0.11 W EGL Elevation Downstream = 482.54 ft EGL Elevation Upstream = 482.54 ft EGL Slope = 0.11 % Critical Depth = 11.52 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.32 ft /s Velocity Upstream = 2.32 ft /s Uniform Velocity Downstream = 30.10 ft /s Uniform Velocity Upstream = 22.84 ft /s Area Downstream = 3.14 ftA2 Area Upstream = 3.14 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9 Grate Efficiency = * 96 Slot Efficiency = * %- Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 ac Current Pipe = Pipe 9 ft Downstream Pipe = Pipe 8 min Pipe Material = HDPE in /hr Pipe Length = 14.68 ft Plan Length = 16.67 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 = 0.000 Pipe Capacity at Invert Slope = 136.62 cfs Invert Elevation Downstream = 475.59 ft Invert Elevation Upstream = 480.95 ft Invert Slope = 39.21% = 7.30 Invert Slope (Plan Length) = 32.15% = 136.62 Rim Elevation Downstream = 484.91 ft Rim Elevation Upstream = 484.95 ft Natural Ground Slope = 0.29% Crown Elevation Downstream = 477.59 ft Crown Elevation Upstream = 482.95 ft - -- -FLOW INFORMATION Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.30 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.30 cfs Uniform Capacity = 136.62 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.51 ft HGL Elevation Upstream = 482.54 ft HGL Slope = 0.24 % EGL Elevation Downstream = 482.59 ft EGL Elevation Upstream = 482.67 ft EGL Slope = 0.54 % Critical Depth = 11.52 in Depth Downstream = 24.00 in Depth Upstream = 18.37 in Velocity Downstream = 2.32 ft /s Velocity Upstream = 2.83 ft /s Uniform Velocity Downstream = 23.12 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 2.58 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 3 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 % Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * % Total Efficiency = 0.00 % STORM DRAIN LINE 201 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 96.37 ft Plan Length = 97.83 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 35.91 cfs Invert Elevation Downstream = 474.87 ft Invert Elevation Upstream = 477.30 ft Invert Slope = 2.52% cfs Invert Slope (Plan Length) = 2.48% cfs Rim Elevation Downstream = 479.40 ft Rim Elevation Upstream = 484.77 ft Natural Ground Slope = 5.57% gpd Crown Elevation Downstream = 476.87 ft Crown Elevation Upstream = 479.30 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.63 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.18 min Total Intensity = 12.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.25 cfs Uniform Capacity = 35.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.28 ft HGL Elevation Upstream = 481.61 ft HGL Slope = 0.34 % EGL Elevation Downstream = 481.56 ft EGL Elevation Upstream = 481.89 ft EGL Slope = 0.34 % Critical Depth = 15.72 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 4.22 ft /s Velocity Upstream = 4.22 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 10.57 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ftA2 Kj (JLC) = 0.50 Pavement Cross -Slope Calculated Junction Loss = 1.108 ft .--- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 37.02 ft Plan Length = 40.00 ft Pipe Type = Circular min Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 16.91 cfs Invert Elevation Downstream = 478.17 ft Invert Elevation Upstream = 479.13 ft Invert Slope = 2.59% in Invert Slope (Plan Length) = 2.40% min Rim Elevation Downstream = 484.77 ft Rim Elevation Upstream = 484.77 ft Natural Ground Slope = 0.00% cfs Crown Elevation Downstream = 479.67 ft Crown Elevation Upstream = 480.63 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.63 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.63 cfs Uniform Capacity = 16.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.72 ft HGL Elevation Upstream = 482.98 ft HGL Slope = 0.69 % EGL Elevation Downstream = 482.94 ft EGL Elevation Upstream = 483.19 ft EGL Slope = 0.69 % Critical Depth = 11.95 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 3.75 ft /s Velocity Upstream = 3.75 ft /s Uniform Velocity Downstream = 8.99 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft'2 Area Upstream = 1.77 ft'2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN NO 1 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 W STORM DRAIN LINE 302 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 10.00 ft Plan Length = 10.00 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.61 cfs Invert Elevation Downstream = 479.70 ft Invert Elevation Upstream = 479.80 ft Invert Slope = 1.00% Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 485.70 ft Rim Elevation Upstream = 485.20 ft Natural Ground Slope = -5.00% Crown Elevation Downstream = 481.70 ft Crown Elevation Upstream = 481.80 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 5.08 min Total Intensity = 10.21 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.43 cfs Uniform Capacity = 22.61 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.00 ft HGL Elevation Upstream = 486.02 ft HGL Slope = 0.17 EGL Elevation Downstream = 486.14 ft EGL Elevation Upstream = 486.16 ft EGL Slope = 0.17 W Critical Depth = 13.17 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.00 ft /s Velocity Upstream = 3.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 6.87 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft°2 Kj (JLC) = NA ft /ft Calculated Junction Loss = 0.100 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag = 15.00 ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 0.013 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * 9, Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 15.73 ft Plan Length = 15.00 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 124.24 cfs Invert Elevation Downstream = 479.80 ft Invert Elevation Upstream = 484.55 ft Invert Slope = 31.67% min Invert Slope (Plan Length) = 31.67% in /hr Rim Elevation Downstream = 485.20 ft Rim Elevation Upstream = 490.70 ft Natural Ground Slope = 34.96% cfs Crown Elevation Downstream = 481.80 ft Crown Elevation Upstream = 486.55 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft'2 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.43 cfs Uniform Capacity = 124.24 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.12 ft HGL Elevation Upstream = 486.08 ft HGL Slope = -0.25 % EGL Elevation Downstream = 486.26 ft. EGL Elevation Upstream = 486.29 ft EGL Slope = 0.20 % Critical Depth = 13.17 in Depth Downstream = 24.00 in Depth Upstream = 18.35 in Velocity Downstream = 3.00 ft /s Velocity Upstream = 3.66 ft /s Uniform Velocity Downstream = 23.33 ft /s Uniform Velocity Upstream = 23.33 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 2.58 ft'2 Kj ( JLC ) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = 10 +10.00 CONC. COLLAR Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % ft Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ ft Grate Efficiency = * ft Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = HDPE min Pipe Length = 29.18 ft Plan Length = 31.18 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.21 cfs Invert Elevation Downstream = 484.55 ft Invert Elevation Upstream = 484.70 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 490.70 ft Rim Elevation Upstream = 489.93 ft Natural Ground Slope = -2.64% Crown Elevation Downstream = 486.55 ft Crown Elevation Upstream = 486.70 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 3.31 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 486.50 ft Total Time of Concentration = 4.85 min Total Intensity = 10.31 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.43 cfs Uniform Capacity = 16.21 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.28 ft HGL Elevation Upstream = 486.31 ft HGL Slope = 0.11 % EGL Elevation Downstream = 486.45 ft EGL Elevation Upstream = 486.50 ft EGL Slope = 0.19 W Critical Depth = 13.17 in Depth Downstream = 20.75 in Depth Upstream = 19.34 in Velocity Downstream = 3.27 ft /s Velocity Upstream = 3.48 ft /s Uniform Velocity Downstream = 5.36 ft /s Uniform Velocity Upstream = 5.36 ft /s Area Downstream = 2.89 ft^2 Area Upstream = 2.71 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = 10 +25.00 CONC. COLLAR Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 cfs Grate Efficiency = * % in Slot Efficiency = * 96 ac Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 Pipe Material = RCP min. Pipe Length = 22.49 ft Plan Length = 24.58 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 5.86 cfs Invert Elevation Downstream = 485.26 ft Invert Elevation Upstream = 485.33 ft Invert Slope = 0.31% cfs Invert Slope (Plan Length) = 0.28% cfs Rim Elevation Downstream = 489.93 ft Rim Elevation Upstream = 490.60 ft Natural Ground Slope = 2.98% gpd Crown Elevation Downstream = 486.76 ft Crown Elevation Upstream = 486.83 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min. Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.74 min Total Intensity = 10.36 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.12 cfs Uniform Capacity = 5.86 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.51 ft HGL Elevation Upstream = 486.58 ft HGL Slope = 0.33 W EGL Elevation Downstream = 486.75 ft EGL Elevation Upstream = 486.82 ft EGL Slope = 0.32 W Critical Depth = 11.47 in Depth Downstream = 15.02 in Depth Upstream = 15.06 in Velocity Downstream = 3.88 ft /s Velocity Upstream = 3.87 ft /s Uniform Velocity Downstream = 3.46 ft /s Uniform Velocity Upstream = 3.46 ft /s Area Downstream = 1.58 ftA2 Area Upstream = 1.58 ftA2 Kj (JLC) = NA cfs Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HGL Elevation Downstream Current Pipe = Pipe 5 ac Downstream Pipe = Pipe 4 EGL Elevation Downstream Pipe Material = RCP min Pipe Length = 292.24 ft Plan Length = 294.24 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 5.95 cfs = 1.75 ft'2 Invert Elevation Downstream = 485.33 ft Invert Elevation Upstream = 486.27 ft Invert Slope = 0.32% cfs Invert Slope (Plan Length) = 0.32% cfs Rim Elevation Downstream = 490.60 ft Rim Elevation Upstream = 491.79 ft Natural Ground Slope = 0.41% gpd Crown Elevation Downstream = 486.83 ft Crown Elevation Upstream = 487.77 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.75 ft'2 Total Time of Concentration = 3.36 min Total Intensity = 11.02 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.12 cfs Uniform Capacity = 5.95 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.78 ft HGL Elevation Upstream = 487.64 ft HGL Slope = 0.29 % EGL Elevation Downstream = 486.97 ft EGL Elevation Upstream = 487.84 ft EGL Slope = 0.30 % Critical Depth = 11.47 in Depth Downstream = 17.46 in Depth Upstream = 16.46 in Velocity Downstream = 3.49 ft /s Velocity Upstream = 3.61.ft /s Uniform Velocity Downstream = 3.46 ft /s Uniform Velocity Upstream = 3.46 ft /s Area Downstream = 1.75 ft'2 Area Upstream = 1.69 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = 10 +80.76 EC Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pipe Dimensions Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 = 0.32% Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * Slot Efficiency = * Total Efficiency .= 0.00 % PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = RCP Pipe Length = 346.00 ft Plan Length = 350.00 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.95 cfs Invert Elevation Downstream = 486.29 ft Invert Elevation Upstream = 487.40 ft Invert Slope = 0.32% Invert Slope (Plan Length) = 0.32% Rim Elevation Downstream = 491.79 ft Rim Elevation Upstream = 493.24 ft Natural Ground Slope = 0.42% Crown Elevation Downstream = 487.79 ft Crown Elevation Upstream = 488.90 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft^2 Total Time of Concentration = 1.68 min Total Intensity = 11.97 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.12 cfs Uniform Capacity = 5.95 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 488.14 ft HGL Elevation Upstream = 489.32 ft HGL Slope = 0.34 % EGL Elevation Downstream = 488.33 ft EGL Elevation Upstream = 489.50 ft EGL Slope = 0.34 % Critical Depth = 11.47 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 3.46 ft /s Velocity Upstream = 3.46 ft /s Uniform Velocity Downstream =,3.46 ft /s Uniform Velocity Upstream = 3.46 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = MANHOLE NO Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs 2 Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 ft Grate Efficiency = * %- ft Slot Efficiency = * 96 cfs Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 ac Downstream Pipe = Pipe 6 Pipe Material = RCP min Pipe Length = 320.99 ft Plan Length = 322.98 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 5.98 cfs Invert Elevation Downstream = 487.42 ft Invert Elevation Upstream = 488.46 ft Invert Slope = 0.32% cfs Invert Slope (Plan Length) = 0.32% Rim Elevation Downstream = 493.24 ft Rim Elevation Upstream = 492.30 ft Natural Ground Slope = -0.29% Crown Elevation Downstream = 488.92 ft Crown Elevation Upstream = 489.96 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.12 min Total Intensity = 13.03 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.12 cfs Uniform Capacity = 5.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 489.82 ft HGL Elevation Upstream = 490.90 ft HGL Slope = 0.34 W EGL Elevation Downstream = 490.00 ft EGL Elevation Upstream = 491.09 ft EGL Slope = 0.34 W Critical Depth = 11.47 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 3.46 ft /s Velocity Upstream = 3.46 ft /s Uniform Velocity Downstream = 3.46 ft /s Uniform Velocity Upstream = 3.46 ft /s Area Downstream = 1.77 ft"2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = MANHOLE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %. Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 ac Downstream Pipe = Pipe 7 ft Pipe Material = RCP min Pipe Length = 23.22 ft Plan Length = 25.22 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 5.76 cfs in Invert Elevation Downstream = 488.46 ft Invert Elevation Upstream = 488.53 ft Invert Slope = 0.30% cfs Invert Slope (Plan Length) = 0.28% cfs Rim Elevation Downstream = 492.30 ft Rim Elevation Upstream = 491.68 ft Natural Ground Slope = -2.67% gpd Crown Elevation Downstream = 489.96 ft Crown Elevation Upstream = 490.03 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.12 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.12 cfs Uniform Capacity = 5.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 491.10 ft HGL Elevation Upstream = 491.22 ft HGL Slope = 0.50 % EGL Elevation Downstream = 491.29 ft EGL Elevation Upstream = 491.41 ft EGL Slope = 0.50 % Critical Depth = 11.47 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 3.46 ft /s Velocity Upstream = 3.46 ft /s Uniform Velocity Downstream = 3.46 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION Downstream`Inlet = 20 +47.98 BC Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 W Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % STORM DRAIN LINE 501 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 78.98 ft Plan Length = 80.45 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 36.34 cfs Invert Elevation Downstream = 474.96 ft Invert Elevation Upstream = 477.00 ft Invert Slope = 2.58% cfs Invert Slope (Plan Length) = 2.54% cfs Rim Elevation Downstream = 479.00 ft Rim Elevation Upstream = 484.84 ft Natural Ground Slope = 7.39% gpd Crown Elevation Downstream = 476.96 ft Crown Elevation Upstream = 479.00 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.22 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.16 min Total Intensity = 13.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 14.44 cfs Uniform Capacity = 36.34 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.80 ft HGL Elevation Upstream = 481.12 ft HGL Slope = 0.41 % EGL Elevation Downstream = 481.13 ft EGL Elevation Upstream = 481.45 ft EGL Slope = 0.41 % Critical Depth = 16.43 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 4.60 ft /s Velocity Upstream = 4.60 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 10.91 ft /s Area Downstream = 3.14 ftA2 Area Upstream = 3.14 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.199 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 W Grate Efficiency Slot Efficiency Total Efficiency 0.00 W PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 37.27 ft Plan Length = 40.28 ft Pipe Type = Circular min Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 7.50 cfs cfs Invert Elevation Downstream = 477.60 ft Invert Elevation Upstream = 477.79 ft Invert Slope = 0.51% in Invert Slope (Plan Length) = 0.47% min Rim Elevation Downstream = 484.84 ft Rim Elevation Upstream = 484.84 ft Natural Ground Slope = 0.00% cfs Crown Elevation Downstream = 479.10 ft Crown Elevation Upstream = 479.29 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.22 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.22 cfs Uniform Capacity = 7.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.32 ft HGL Elevation Upstream = 481.63 ft HGL Slope = 0.82 $ EGL Elevation Downstream = 481.58 ft EGL Elevation Upstream = 481.89 ft EGL Slope = 0.82 % Critical Depth = 12.49 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 4.09 ft /s Velocity Upstream = 4.09 ft /s Uniform Velocity Downstream = 4.83 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ftA2 Area Upstream = 1.77 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN 1 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % STORM DRAIN LINE 601 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 29.99 ft Plan Length = 31.20 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 83.82 cfs Invert Elevation Downstream = 474.81 ft Invert Elevation Upstream = 478.93 ft Invert Slope = 13.87% cfs Invert Slope (Plan Length) = 13.20% cfs Rim Elevation Downstream = 479.40 ft Rim Elevation Upstream = 483.13 ft Natural Ground Slope = 12.44% Crown Elevation Downstream = 476.81 ft Crown Elevation Upstream = 480.93 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 3.53 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.17 min Total Intensity = 12.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.06 cfs Uniform Capacity = 83.82 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.23 ft HGL Elevation Upstream = 480.17 ft HGL Slope = -0.20 EGL Elevation Downstream = 480.31 ft EGL Elevation Upstream = 480.36 ft EGL Slope = 0.16 % Critical Depth = 11.32 in Depth Downstream = 24.00 in Depth Upstream = 14.89 in Velocity Downstream = 2.25 ft /s Velocity Upstream = 3.45 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 16.23 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 2.05 ft'2 Kj (,TLC) = NA ft /ft Calculated Junction Loss = 0.048 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - -- Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION - - -- = Pipe 2 = Pipe 1 = HDPE = 36.99 ft = 40.00 ft = Circular = 18.00 in = 0.013 = 7.52 cfs = 479.43 ft = 479.62 ft = 0.51% = 0.48% = 483.13 ft = 483.13 ft = 0.00% = 480.93 ft = 481.12 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.53 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.53 cfs = 7.52 cfs = 0.00 cfs = 0.00 gpd = 480.22 ft = 480.36 ft = 0.40 W = 480.44 ft = 480.63 ft = 0.52 W = 8.60 in = 9.46 in = 8.78 in = 3.75 ft /s = 4.12 ft /s = 4.19 ft /s = 0.00 ft /s = 0.94 ft'2 = 0.86 ft'2 = NA = 0.048 ft Downstream Inlet = CATCH BASIN NO Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % 1 STORM DRAIN LINE 612 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 16.07 ft Plan Length = 16.04 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 53.52 cfs Invert Elevation Downstream = 469.71 ft Invert Elevation Upstream = 470.61 ft Invert Slope = 5.61% Invert Slope (Plan Length) = 5.61% Rim Elevation Downstream = 474.00 ft Rim Elevation Upstream = 475.00 ft Natural Ground Slope = 6.22% Crown Elevation Downstream = 471.71 ft Crown Elevation Upstream = 472.61 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.35 min Total Intensity = 12.86 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.88 cfs Uniform Capacity = 53.52 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.45 ft HGL Elevation Upstream = 477.53 ft HGL Slope = 0.49 % EGL Elevation Downstream = 477.85 ft EGL Elevation Upstream = 477.93 ft EGL Slope = 0.49 W Critical Depth = 17.25 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 5.06 ft /s Velocity Upstream = 5.06 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 14.85 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * % Slot Efficiency = * 9, Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 60.15 ft Plan Length = 62.11 ft Pipe Type = Circular min Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 59.97 cfs Invert Elevation Downstream = 470.61 ft Invert Elevation Upstream = 474.84 ft Invert Slope = 7.05% in Invert Slope (Plan Length) = 6.81% min Rim Elevation Downstream = 475.00 ft Rim Elevation Upstream = 480.36 ft Natural Ground Slope = 8.91% cfs Crown Elevation Downstream = 472.61 ft Crown Elevation Upstream = 476.84 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.94 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.15 min Total Intensity = 13.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.88 cfs Uniform Capacity = 59.97 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.73 ft HGL Elevation Upstream = 478.03 ft HGL Slope = 0.49 % EGL Elevation Downstream = 478.13 ft EGL Elevation Upstream = 478.42 ft EGL Slope = 0.49 % Critical Depth = 17.25 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 5.06 ft /s Velocity Upstream = 5.06 ft /s Uniform Velocity Downstream = 16.13 ft /s Uniform Velocity Upstream = 16.13 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 Kj ( JLC ) = NA Calculated Junction Loss = 0.110 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 1 Inlet Description = CURB OPENING Inlet Type = Curb Current Pipe Computation Case = Sag = Pipe 2 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 = 40.00 ft Pavement Cross -Slope = 0.02 ft /ft Gutter Cross - Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION----' Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 35.48 ft Plan Length = 40.00 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.48 cfs Invert Elevation Downstream = 475.36 ft Invert Elevation Upstream = 475.54 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 480.36 ft Rim Elevation Upstream = 480.36 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 476.86 ft Crown Elevation Upstream = 477.04 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.94 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.94 cfs Uniform Capacity = 7.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.14 ft HGL Elevation Upstream = 478.50 ft HGL Slope = 1.01 W EGL Elevation Downstream = 478.45 ft EGL Elevation Upstream = 478.81 ft EGL Slope = 1.01 % Critical Depth = 13.10 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 4.49 ft /s Velocity Upstream = 4.49 ft /s Uniform Velocity Downstream = 4.49 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ftA2 Area Upstream = 1.77 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN NO Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 1 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % STORM DRAIN LINE 701 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 2 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 31.52 ft Plan Length = 32.66 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 159.31 cfs Invert Elevation Downstream = 470.94 ft Invert Elevation Upstream = 475.70 ft Invert Slope = 15.27% Invert Slope (Plan Length) = 14.57% Rim Elevation Downstream = 476.20 ft Rim Elevation Upstream = 480.75 ft Natural Ground Slope = 14.43% Crown Elevation Downstream = 473.44 ft Crown Elevation Upstream = 478.20 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.99 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 0.19 min Total Intensity = 7.46 in /hr Total Rational Flow = 0.00 cfs Total Flow = 21.98 cfs Uniform Capacity = 159.31 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.70 ft HGL Elevation Upstream = 479.79 ft HGL Slope = 0.29 % EGL Elevation Downstream = 480.01 ft EGL Elevation Upstream = 480.10 ft EGL Slope = 0.29 % Critical Depth = 19.14 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 4.48 ft /s Velocity Upstream = 4.48 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 22.80 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA = 0.02 Calculated Junction Loss = 0.216 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 2 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 HGL Elevation Downstream Pipe Material = HDPE ac Pipe Length = 37.00 ft Plan Length = 40.00 ft Pipe Type = Circular in /hr Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 16.20 cfs Invert Elevation Downstream = 476.20 ft Invert Elevation Upstream = 476.39 ft Invert Slope = 0.51% min Invert Slope (Plan Length) = 0.47% in /hr Rim Elevation Downstream = 480.75 ft Rim Elevation Upstream = 480.75 ft Natural Ground Slope = 0.00% cfs Crown Elevation Downstream = 478.20 ft Crown Elevation Upstream = 478.39 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.99 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft^2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.99 cfs Uniform Capacity = 16.20 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.01 ft HGL Elevation Upstream = 480.19 ft HGL Slope = 0.49 % EGL Elevation Downstream = 480.20 ft EGL Elevation Upstream = 480.38 ft EGL Slope = 0.49 W Critical Depth = 14.27 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.50 ft /s Velocity Upstream = 3.50 ft /s Uniform Velocity Downstream = 5.54 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = CATCH BASIN NO 1 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 $ Grate Efficiency = * 9, Slot Efficiency = * $ Total Efficiency = 0.00 W STORM DRAIN LINE 712 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 30.88 ft Plan Length = 30.86 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 77.02 cfs Invert Elevation Downstream = 470.94 ft Invert Elevation Upstream = 472.03 ft Invert Slope = 3.53% cfs Invert Slope (Plan Length) = 3.53% cfs Rim Elevation Downstream = 475.50 ft Rim Elevation Upstream = 480.28 ft Natural Ground Slope = 15.48% gpd Crown Elevation Downstream = 473.44 ft Crown Elevation Upstream = 474.53 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 6.13 min Total Intensity = 9.78 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.47 cfs Uniform Capacity = 77.02 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.05 ft HGL Elevation Upstream = 478.18 ft HGL Slope = 0.42 % EGL Elevation Downstream = 478.50 ft EGL Elevation Upstream = 478.63 ft EGL Slope = 0.42 W Critical Depth = 21.05 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.39 ft /s Velocity Upstream = 5.39 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 14.23 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.067 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = Outfall = Pipe 1 Inlet Description = <None> Pipe Length Inlet Type = Undefined = 118.54 ft Computation Case = Sag Pipe Dimensions Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 1; Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 118.56 ft Plan Length = 118.54 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 54.17 cfs Invert Elevation Downstream = 472.00 ft Invert Elevation Upstream = 474.07 ft Invert Slope = 1.75% min Invert Slope (Plan Length) = 1.75% in /hr Rim Elevation Downstream = 480.28 ft Rim Elevation Upstream = 480.89 ft Natural Ground Slope = 0.51% cfs Crown Elevation Downstream = 474.50 ft Crown Elevation Upstream = 476.57 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.500 EGL Elevation Downstream Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 4.91 ft'2 Total Time of Concentration = 5.76 min Total Intensity = 9.92 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.47 cfs Uniform Capacity = 54.17 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.25 ft HGL Elevation Upstream = 478.74 ft HGL Slope = 0.42 % EGL Elevation Downstream = 478.70 ft EGL Elevation Upstream = 479.19 ft EGL Slope = 0.42 W Critical Depth = 21.05 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.39 ft /s Velocity Upstream = 5.39 ft /s Uniform Velocity Downstream = 10.98 ft /s Uniform Velocity Upstream = 10.98 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA . Calculated Junction Loss = 0.067 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % min Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Crown Elevation Downstream Grate Efficiency = * %- Crown Elevation Upstream Slot Efficiency = * %. Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = HDPE min Pipe Length = 14.39 ft Plan Length = 14.39 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 54.03 cfs Invert Elevation Downstream = 474.07 ft Invert Elevation Upstream = 474.32 ft Invert Slope = 1.74% Invert Slope (Plan Length) = 1.74% Rim Elevation Downstream = 480.89 ft Rim Elevation Upstream = 480.76 ft Natural Ground Slope = -0.90% Crown Elevation Downstream = 476.57 ft Crown Elevation Upstream = 476.82 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 ft Total Time of Concentration = 5.72 min Total Intensity = 9.94 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.47 cfs Uniform Capacity = 54.03 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 cfs HGL Elevation Downstream = 478.81 ft HGL Elevation Upstream = 478.87 ft HGL Slope = 0.42 % EGL Elevation Downstream = 479.26 ft EGL Elevation Upstream = 479.32 ft EGL Slope = 0.42 % Critical Depth = 21.05 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.39 ft /s Velocity Upstream = 5.39 ft /s Uniform Velocity Downstream = 10.95 ft /s Uniform Velocity Upstream = 10.95 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.067 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = BEND NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Gutter Flow Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Depth at Pavement /Gutter Joint Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %- Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = Slot Efficiency = Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - INFORMATION--- - Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 ft Pipe Material = HDPE min Pipe Length = 38.25 ft Plan Length = 39.50 ft Pipe Type = Circular cfs Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 54.66 cfs Invert Elevation Downstream = 474.32 ft Invert Elevation Upstream = 475.00 ft Invert Slope = 1.78% cfs Invert Slope (Plan Length) = 1.72% cfs Rim Elevation Downstream = 480.76 ft Rim Elevation Upstream = 480.54 ft Natural Ground Slope = -0.58% gpd Crown Elevation Downstream = 476.82 ft Crown Elevation Upstream = 477.50 ft - -- -FLOW INFORMATION--- - INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.60 min Total Intensity = 9.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.47 cfs Uniform Capacity = 54.66 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.93 ft HGL Elevation Upstream = 479.09 ft HGL Slope = 0.42 % EGL Elevation Downstream = 479.39 ft EGL Elevation Upstream -- 479.54 ft EGL Slope = 0.42 % Critical Depth = 21.05 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.39 ft /s Velocity Upstream = 5.39 ft /s Uniform Velocity Downstream = 11.05 ft /s Uniform Velocity Upstream = 11.05 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA ft Calculated Junction Loss = 0.351 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 3 Inlet Description = <None> Inlet Type - = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 18.77 ft Plan Length = 21.27 ft Pipe Type = Circular ac Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 min Pipe Capacity at Invert Slope = 56.77 cfs Invert Elevation Downstream = 475.00 ft Invert Elevation Upstream = 475.36 ft Invert Slope = 1.92% cfs Invert Slope (Plan Length) = 1.69% ac Rim Elevation Downstream = 480.54 ft Rim Elevation Upstream = 480.45 ft Natural Ground Slope = -0.48% in /hr Crown Elevation Downstream = 477.50 ft Crown Elevation Upstream = 477.86 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.500 EGL Elevation Downstream Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 4.91 ftA2 Total Time of Concentration = 5.50 min Total Intensity = 10.03 in /hr Total Rational Flow = 0.00 cfs Total Flow = 17.66 cfs Uniform Capacity = 56.77 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.44 ft HGL Elevation Upstream = 479.48 ft HGL Slope = 0.19 % EGL Elevation Downstream = 479.64 ft EGL Elevation Upstream = 479.68 ft EGL Slope = 0.19 % Critical Depth = 17.08 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 3.60 ft /s Velocity Upstream = 3.60 ft /s Uniform Velocity Downstream = 10.21 ft /s Uniform Velocity Upstream = 10.21 ft /s Area Downstream = 4.91 ftA2 Area Upstream = 4.91 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.140 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % in Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ Slot Efficiency = * 9, Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 82.29 ft Plan Length = 83.53 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 18.32 cfs Invert Elevation Downstream = 475.95 ft Invert Elevation Upstream = 476.49 ft Invert Slope = 0.66% Invert Slope (Plan Length) = 0.65% Rim Elevation Downstream = 480.45 ft Rim Elevation Upstream = 480.79 ft Natural Ground Slope = 0.41% Crown Elevation Downstream = 477.95 ft Crown Elevation Upstream. = 478.49 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Velocity Downstream Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.80 cfs Uniform Capacity = 18.32 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.62 ft HGL Elevation Upstream = 479.74 ft HGL Slope = 0.15 W EGL Elevation Downstream = 479.74 ft EGL Elevation Upstream = 479.87 ft EGL Slope = 0.15 % Critical Depth = 12.71 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.80 ft /s Velocity Upstream = 2.80 ft /s Uniform Velocity Downstream = 5.78 ft /s Uniform Velocity Upstream = 5.78 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.018 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 ac Downstream Pipe = Pipe 6 Pipe Material = HDPE min Pipe Length = 14.63 ft Plan Length = 16.13 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 17.73 cfs Invert Elevation Downstream = 476.49 ft Invert Elevation Upstream = 476.58 ft Invert Slope = 0.62% cfs Invert Slope (Plan Length) = 0.56% cfs Rim Elevation Downstream = 480.79 ft Rim Elevation Upstream = 481.03 ft Natural Ground Slope = 1.64% gpd Crown Elevation Downstream = 478.49 ft Crown Elevation Upstream = 478.58 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.80 cfs Uniform Capacity = 17.73 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.76 ft HGL Elevation Upstream = 479.84 ft HGL Slope = 0.57 W EGL Elevation Downstream = 479.88 ft EGL Elevation Upstream = 479.97 ft EGL Slope = 0.57 $ Critical Depth = 12.71 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.80 ft /s Velocity Upstream = 2.80 ft /s Uniform Velocity Downstream = 5.64 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft°2 Area Upstream = 3.14 ft'2 Kj (JLC) = 0.50 = 0.00 Calculated Junction Loss = NA = 0.00 - -- -INLET INFORMATION--- - Downstream Inlet = BEND NO. 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %. Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 4 HGL Elevation Downstream Pipe Material = HDPE ac Pipe Length = 42.11 ft Plan Length = 44.85 ft Pipe Type = Circular in /hr Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 cfs Pipe Capacity at Invert Slope = 38.96 cfs Invert Elevation Downstream = 475.25 ft Invert Elevation Upstream = 476.50 ft Invert Slope = 2.97% min Invert Slope (Plan Length) = 2.79% in /hr Rim Elevation Downstream = 480.54 ft Rim Elevation Upstream = 480.83 ft Natural Ground Slope = 0.69% cfs Crown Elevation Downstream = 477.25 ft Crown Elevation Upstream = 478.50 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft'2 Total Time of Concentration = 0.0'0 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.80 cfs Uniform Capacity = 38.96 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.44 ft HGL Elevation Upstream = 479.57 ft HGL Slope = 0.30 % EGL Elevation Downstream = 479.57 ft EGL Elevation Upstream = 479.69 ft EGL Slope = 0.30 % Critical Depth = 12.71 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.80 ft /s Velocity Upstream = 2.80 ft /s Uniform Velocity Downstream = 11.97 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 1 Inlet Description = <None> Inlet Type = Undefined = Pipe 9 Computation Case = Sag = Pipe 5 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 9.56 ft Pavement Cross - Slope. = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % = 475.61 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 9.56 ft Plan Length = 12.27 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 68.99 cfs Invert Elevation Downstream = 475.61 ft Invert Elevation Upstream = 476.50 ft Invert Slope = 9.35% Invert Slope (Plan Length) = 7.25W Rim Elevation Downstream = 480.45 ft Rim Elevation Upstream = 480.83 ft Natural Ground Slope = 3.97% Crown Elevation Downstream = 477.61 ft Crown Elevation Upstream = 478.50 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.86 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.86 cfs Uniform Capacity = 68.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.62 ft HGL Elevation Upstream = 479.69 ft HGL Slope = 0.80 % EGL Elevation Downstream = 479.74 ft EGL Elevation Upstream = 479.82 ft EGL Slope = 0.80 % Critical Depth = 12.75 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 2.82 ft /s Velocity Upstream = 2.82 ft /s Uniform Velocity Downstream = 15.11 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft'2 Kj (JLC) = 0.50 cfs Calculated Junction Loss = NA cfs - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO. 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %� Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s * 9d 0.00 % STORM DRAIN LINE 802 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 59.19 ft Plan Length = 60.18 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.77 cfs Invert Elevation Downstream = 469.00 ft Invert Elevation Upstream = 469.60 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 0.00 ft Rim Elevation Upstream = 475.40 ft Natural Ground Slope = 803.23% Crown Elevation Downstream = 471.00 ft Crown Elevation Upstream = 471.60 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 14.29 min Total Intensity = 7.44 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.69 cfs Uniform Capacity = 22.77 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.40 ft HGL Elevation Upstream = 477.51 ft HGL Slope = 0.18 % EGL Elevation Downstream = 477.55 ft EGL Elevation Upstream = 477.66 ft EGL Slope = 0.18 % Critical Depth = 13.36 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 6.96 ft /s Area Downstream = 3.14 ft�2 Area Upstream = 3.14 ft�2 Kj (JLC) = NA Calculated Junction Loss = 0.029 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = Outfall = Pipe 1 Inlet Description = <None> Pipe Length Inlet Type = Undefined = 141.76 ft Computation Case = Sag Pipe Dimensions Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = Grate Efficiency = Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFCRMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 139.78 ft Plan Length = 141.76 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.26 cfs Invert Elevation Downstream = 469.60 ft Invert Elevation Upstream = 471.94 ft Invert Slope = 1.67% min Invert Slope (Plan Length) = 1.65% in /hr Rim Elevation Downstream = 475.40 ft Rim Elevation Upstream = 481.10 ft Natural Ground Slope = 4.08% cfs Crown Elevation Downstream = 471.60 ft Crown Elevation Upstream = 473.94 ft - -- -FLOW INFORMATION--- - = 477.79 ft HGL Slope Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Upstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Uniform Velocity Downstream Total Time of Concentration = 13.53 min Total Intensity = 7.61 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.69 cfs Uniform Capacity = 29.26 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.54 ft HGL Elevation Upstream = 477.79 ft HGL Slope = 0.18 % EGL Elevation Downstream = 477.69 ft EGL Elevation Upstream = 477.94 ft EGL Slope = 0.18 % Critical Depth = 13.36 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.06 ft /s Uniform Velocity Downstream = 8.36 ft /s Uniform Velocity Upstream = 8.36 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ftA2 Kj (JLC) = NA Calculated Junction Loss = 0.052 ft - -- -INLET INFORMATION Downstream Inlet = 10 +60.18 11.25 BEND Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * %. ft Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity = 0.00 ft /s Curb Efficiency = * 96 ft Grate Efficiency = * ft Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Catchment Area Current Pipe = Pipe 3 = 0.000 Downstream Pipe = Pipe 2 Inlet Intensity Pipe Material = RCP = 0.00 cfs Pipe Length = 54.57 ft Plan Length = 56.57 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "r_" = 0.013 Pipe Capacity at Invert Slope = 16.48 cfs Invert Elevation Downstream = 471.94 ft Invert Elevation Upstream = 472.23 ft Invert Slope = 0.53% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 481.10 ft Rim Elevation Upstream = 479.80 ft Natural Ground Slope = -2.38% Crown Elevation Downstream = 473.94 ft Crown Elevation Upstream = 474.23 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 .T.nlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 W Total Time of Concentration = 13.22 min Total Intensity = 7.67 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.69 cfs Uniform Capacity = 16.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.85 ft HGL Elevation Upstream = 477.95 ft HGL Slope = 0.18 W EGL Elevation Downstream = 477.99 ft EGL Elevation Upstream = 478.09 ft EGL Slope = 0.18 % Critical Depth = 13.36 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 5.46 ft /s Uniform Velocity Upstream = 5.46 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ftA2 Kj (JLC) = NA Bypassed Flow Calculated Junction Loss = 0.052 ft - -- -INLET INFORMATION--- - Downstream Inlet = 12 +01.94 CONC. COLLAR Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 7, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs . Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 9, Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HYDRAULIC INFORMATION--- - Current Pipe = Pipe 4 ac Downstream Pipe = Pipe 3 HGL Pipe Material = RCP min Pipe Length = 141.06 ft Plan Length = 144.06 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 16.16 cfs Invert Elevation Downstream = 472.23 ft Invert Elevation Upstream = 472.95 ft Invert Slope = 0.51% cfs Invert Slope (Plan Length) = 0.50W cfs Rim Elevation Downstream = 479.80 ft Rim Elevation Upstream = 479.04 ft Natural Ground Slope = -0.54% gpd Crown Elevation Downstream = 474.23 ft Crown Elevation Upstream = 474.95 ft - -- -FLOW INFORMATION--- - HYDRAULIC INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 HGL Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.51 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 12.44 min Total Intensity = 7.86 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.69 cfs Uniform Capacity = 16.16 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.00 ft HGL Elevation Upstream = 478.26 ft HGL Slope = 0.18 % EGL Elevation Downstream = 478.15 ft EGL Elevation Upstream = 478.40 ft EGL Slope = 0.18 % Critical Depth = 13.36 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 5.38 ft /s Uniform Velocity Upstream = 5.38 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA = 4.00 Calculated Junction Loss = 0.139 ft - -- -INLET INFORMATION--- - Downstream Inlet = 12 +58.51 CONC. COLLAR Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HGL Elevation Downstream Current Pipe = Pipe 5 ac Downstream Pipe = Pipe 4 EGL Elevation Downstream Pipe Material = RCP min Pipe Length = 396.00 ft Plan Length = 400.00 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 15.91 cfs Invert Elevation Downstream = 473.05 ft Invert Elevation Upstream = 475.01 ft Invert Slope = 0.49% cfs Invert Slope (Plan Length) = 0.49% cfs Rim Elevation Downstream = 479.04 ft Rim Elevation Upstream = 481.45 ft Natural Ground Slope = 0.61% gpd Crown Elevation Downstream = 475.05 ft Crown Elevation Upstream = 477.01 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft^2 Total Time of Concentration = 5.85 min Total Intensity = 9.89 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.18 cfs Uniform Capacity = 15.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.40 ft HGL Elevation Upstream = 478.47 ft HGL Slope = 0.02 W EGL Elevation Downstream = 478.41 ft EGL Elevation Upstream = 478.49 ft EGL Slope = 0.02 % Critical Depth = 7.48 in Depth Downstream = 24,.00 in Depth Upstream = 24.00 in Velocity Downstream = 1.01 ft /s Velocity Upstream = 1.01 ft /s Uniform Velocity Downstream = 3.95 ft /s Uniform Velocity Upstream = 3.95 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.008 ft - -- -INLET INFORMATION--- - = Pipe 6 Downstream Inlet = CATCH BASIN NO Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross - Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % = 0.50% Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * %. Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - -- Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = RCP Pipe Length = 396.00 ft Plan Length = 400.00 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 475.09 ft Invert Elevation Upstream = 477.07 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 481.45 ft Rim Elevation Upstream = 480.82 ft 3 Natural Ground Slope = -0.16% Crown Elevation Downstream = 477.09 ft Crown Elevation Upstream = 479.07 ft - -- -FLOW INFORMATION--- - Downstream Inlet Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 3.18 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.18 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 478.48 ft HGL Elevation Upstream = 478.56 ft HGL Slope = 0.02 % EGL Elevation Downstream = 478.50 ft EGL Elevation Upstream = 478.59 ft EGL Slope = 0.02 W Critical Depth = 7.48 in Depth Downstream = 24.00 in Depth Upstream = 17.89 in Velocity Downstream = 1.01 ft /s Velocity Upstream = 1.27 ft /s Uniform Velocity Downstream = 3.97 ft /s Uniform Velocity Upstream = 3.97 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 2.51 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = MANHOLE NO. 5 Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 ac Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 W Grate Efficiency = * !& Slot Efficiency = * !k ft Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 ac Downstream Pipe = Pipe 6 Pipe Material = RCP min Pipe Length = 16.55 ft Plan Length = 18.55 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.72 cfs Invert Elevation Downstream = 477.65 ft Invert Elevation Upstream = 477.73 ft Invert Slope = 0.48W Invert Slope (Plan Length) = 0.43% Rim Elevation Downstream = 480.82 ft Rim Elevation Upstream = 481.70 ft Natural Ground Slope = 5.32W Crown Elevation Downstream = 479.65 ft Crown Elevation Upstream = 479.73 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 ft Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 15.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = CATCH BASIN NO Inlet Description HGL Elevation Downstream = 477.65 ft HGL Elevation Upstream = 477.73 ft HGL Slope = 0.48 % EGL Elevation Downstream = 477.65 ft EGL Elevation Upstream = 477.73 ft EGL Slope = 0.48 % Critical Depth = 0.00 in Depth Downstream = 0.00 in Depth Upstream = 0.00 in Velocity Downstream = 0.00 ft /s Velocity Upstream = 0.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.00 ftA2 Area Upstream = 0.00 ft"2 Kj (JLC) = NA cfs Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION Downstream Inlet = CATCH BASIN NO Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % 4 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = Circular Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = RCP Pipe Length = 34.44 ft Plan Length = 34.44 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 = 0.000 Pipe Capacity at Invert Slope = 16.35 cfs Invert Elevation Downstream = 477.73 ft Invert Elevation Upstream = 477.91 ft Invert Slope = 0.52% = 0.00 Invert Slope (Plan Length) = 0.52% = 0.00 Rim Elevation Downstream = 481.70 ft Rim Elevation Upstream = 482.00 ft Natural Ground Slope = 0.87% = 0.00 Crown Elevation Downstream = 479.73 ft Crown Elevation Upstream = 479.91 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 16.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.73 ft HGL Elevation Upstream = 477.91 ft HGL Slope = 0.52 W EGL Elevation Downstream = 477.73 ft EGL Elevation Upstream = 477.91 ft EGL Slope = 0.52 % Critical Depth = 0.00 in Depth Downstream = 0.00 in Depth Upstream = 0.00 in Velocity Downstream = 0.00 ft /s Velocity Upstream = 0.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.00 ft'2 Area Upstream = 0.00 ft"2 Kj (JLC) = NA ft /ft Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Current Pipe Downstream Inlet = 22 +21.12 BC Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag = 27.07 ft Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 = 0.013 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = RCP Pipe Length = 25.07 ft Plan Length = 27.07 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.90 cfs Invert Elevation Downstream = 477.91 ft Invert Elevation Upstream = 478.05 ft Invert Slope = 0.56% min Invert Slope (Plan Length) = 0.52% in /hr Rim Elevation Downstream = 482.00 ft Rim Elevation Upstream = 482.40 ft Natural Ground Slope = 1.60% cfs Crown Elevation Downstream = 479.91 ft Crown Elevation Upstream = 480.05 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 16.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.91 ft HGL Elevation Upstream = 478.05 ft HGL Slope = 0.56 W EGL Elevation Downstream = 477.91 ft EGL Elevation Upstream = 478.05 ft EGL Slope = 0.56 t Critical Depth = 0.00 in Depth Downstream = 0.00 in Depth Upstream = 0.00 in Velocity Downstream = 0.00 ft /s Velocity Upstream = 0.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.00 ft^2 Area Upstream = 0.00 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = 22 +56.46 EC Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = 0.00 % Slot Efficiency = * %. Total Efficiency = 0.00 % STORM DRAIN LINE 902 PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 ac Downstream Pipe = Outfall ft Pipe Material = HDPE min Pipe Length = 10.00 ft Plan Length = 10.00 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 10.50 cfs Invert Elevation Downstream = 473.80 ft Invert Elevation Upstream = 473.90 ft Invert Slope = 1.00% cfs Invert Slope (Plan Length) = 1.00% cfs Rim Elevation Downstream = 478.90 ft Rim Elevation Upstream = 479.20 ft Natural Ground Slope = 3.00% gpd Crown Elevation Downstream = 475.30 ft Crown Elevation Upstream = 475.40 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.20 min Total Intensity = 12.97 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.40 cfs Uniform Capacity = 10.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.30 ft HGL Elevation Upstream = 480.36 ft HGL Slope = 0.64 % EGL Elevation Downstream = 480.65 ft EGL Elevation Upstream = 480.72 ft EGL Slope = 0.64 % Critical Depth = 13.47 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 4.75 ft /s Velocity Upstream = 4.75 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 6.60 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA ft /ft Calculated Junction Loss = 0.100 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag in Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 ft Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = RCP Pipe Length = 55.42 ft Plan Length = 57.28 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Downstream Inlet Pipe Capacity at Invert Slope = 27.75 cfs Invert Elevation Downstream = 473.90 ft Invert Elevation Upstream = 477.77 ft Invert Slope = 7.00% in /hr Invert Slope (Plan Length) = 6.76% cfs Rim Elevation Downstream = 479.20 ft Rim Elevation Upstream = 481.44 ft Natural Ground Slope = 4.04% ac Crown Elevation Downstream = 475.40 ft Crown Elevation Upstream = 479.27 ft - -- -FLOW INFORMATION--- - Downstream Inlet Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.40 cfs Uniform Capacity = 27.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Downstream Inlet HGL Elevation Downstream = 480.46 ft HGL Elevation Upstream = 480.89 ft HGL Slope = 0.77 W EGL Elevation Downstream = 480.82 ft EGL Elevation Upstream = 481.24 ft EGL Slope = 0.77 % Critical Depth = 13.47 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 4.75 ft /s Velocity Upstream = 4.75 ft /s Uniform Velocity Downstream = 13.76 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = 10 +10.00 COLLAR Inlet Description = CURB OPENING Inlet Type = Curb Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.016 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.04 ft /ft Gutter Local Depression = 0.33 in Gutter Width = 4.00 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 W Curb Opening Length = 4.00 ft Curb Throat Type = Horizontal Inclined Throat Angle = 0.0000 Curb Opening Height = 6.00 in Curb Weir Coefficient = 2.300 Curb Orifice Coefficient = 0.670 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.00 % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 PERCOLATION TEST REPORT s,aaaen palm desert 760 772 3895 Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90821 1714) 523-0952 Fax (714) 523 -1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 March 3, 2003 Desert Elite, Inc. 78-001 Highway 111, Suite G La Quints, California 92253 Attention: Mr. John Pedalino Project: Proposed 80 Acre Residential Development Monroe Ranch — APN 767 - 200 -004 dt005 SWC Monroe Street and Avenue 52 La Quinta, California Subject: Infiltration/Percolation Testing for Stormwater Retention Project No. 544 -3001 03 -03 -125 4w requested, we have performed percolation/infiltration testing on the subject site in order to determine the infiltration potential of the surface soils. The percolation rates determined should be useful in assessing stonnwater retention needs. It is our understanding that on -site stormwater retention will be required. It is proposed to collect the stormwater runoff within a shallow retention basin. Infiltration testing was performed within 3 shallow test holes excavated in the area of the proposed retention basins. Percolation testing was perfonnted on February 18, 2003. Testing involved filling the test holes with water and recording the drop in the water surface with time. Measurements were recorded in 10 minute increments. 'rests results are surnmariz.-d below: Rate Test Hole No. (inchesJhour) A 12.4 B 9.0 C 12.6 It should be noted that thss infiltration rates determined are ultimate rates based upon field test results. An appropriate sa-°ety factor should be applied to account for subsoil inconsistencies and potential silting of the iercolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design (particularly stormwater volume estimates) and the safety factors associated with those design components. P.2 -. - • -- - " . JAQ March 3, 2003 stadden palm desert -2- 780 772 3895 Project No. 544 -3001 03 -03 -125 We appreciate the opporttmity to provide service to You on this regarding this letter. or the data included, please contact the undersigned. e t. If you have questions Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer L cttcr /pc Copies: 4/ Desert Elite. Inc. Sladden Engineering p.3 sLagaen palm desert 760 772 3895 p.4 1 Double Ring Stormwater Percolation Data Sheet Project: SWC Monroe St. &Ave 52! Rlverside Coutgy, California Pro ject No. :5443001 Test Hole: A Date Excavated: 2 -18 -03 Percolation Tested by: Hogan Wright Soil Classification: SM Date Tested: 2 -18-03 Reading ' Time Time Inrer Change Outer Change Outer Inner Outer No. of Interval thing Inner Ring Outer Ring Ring Rlr%g Readine (min _% fin % fin 1 n.. % n.. % A_ ,._ . 1 Z:? 330.4 2U � g A-A L 9 3 2 U 1A 3 Y1 U 33.4 341 Al 2 111 4 15 48 A4 1U 2 9135 5 ]� 43, � 4A 16-8 $� � ].�MA. 1 1Q05 5 1U 7 3.3 U 4A w 18,3 10:20 11_.2 6�4 10:20 11.E 28.6 a L 3.2 4,_8 3.9 12.4 15 Q 34:4 10:35 g:4 34� 9 M 3 � 14 338 13.2 15 10:50 1 10,E 4 3 12.4 11:05 Y 11:0 7;$ 15.0 11 15 15 3_t 4� 3.7 1 T ¢ 150 11:20 10.4 11:20 4,7 10 � 12 15 3__1 �4 3_.7 124 15-0 11:3 1�8 8�2 __ �.�,,,,.�, ream aeser•L 760 772 3895 P.5 .double R(ng Stormwater Peroolation Data Sheet Project: SWC Monroe St. 8 Ave. 52 / Rive side Qu . CalWomfa Project No.: 544 -3001 Test Hole: B 1 Date Excavated: 2 -18-03 Percolation Tested by: Hogan Wright Soil Classification: SM Date Tested: 2 -18-03 Reading Time Time I iner Change Outer Change Outer Inner Outer No. of Interval fling Inner R(ng Outer Ring Ring Ring Readina (min.) 'In.) (in.) (in.) (in.1 Conversion (in./hr.) (in./hr.) P.5 10:55 28.5 1 14 U 11:05 2007 11:05 _ 24? 2 10 5_5 4_7 24.0 28.1 11:15 15 3 10 3_9~ 21.8 21 4 10 3,_S 4.3 3.7 210 21. 11:35 14.6 8, B 11: 14•e 28. 5 _12 4.4 3_7 198 2A 11 :4�5 1 j Ila 1Ll M 6 12 U 1-5 Lo 15 ¢ 17. 11:55 ILZ 20-4 11:55 Q.7 20.4 7 10 2 39 2_8 15.6 16.8 12:05 _E'1 17.1 12:05 E, 17.1 8 10 13.8 19.8 12:15 3� 14Q 12:15 114 4� 9 14 a 2_6 1M iu 1 2:25 14.22 11.0 12:25 14.2 11.0 10 a M 13.2 14. 12:35 12_0 8_1 12:3 1:0 881 11 1Q 2.1 29 225 12.6 148 12 ;4g 9.9 5_2 12:45 9.9 12 10 2_2 3Q 2_6 13.2 15.3 P.5 _. _ . .... a. -VU40 siaaaen palm desert 760 772 3895 p.6 Double Ring Stonnwater Percolation Data Sheet Project SWC Monroe St. A Ave. 52 / Riverside County. California Project No.: 544 -3001 Test Hole: C Date Excavated: 2 -18-03 Percolation Tested by: Hogan Wright Soil Classification: SM Date Tested: 2 -18-03 10 Reading Time Time Inner Change Outer Change Outer Inner Outer No. of Interval Ring Inner Ring Outer Ring Ring Ring Readina (min.l (InJ (in.) (In.1 (In.l Convaminn fin-Mr-1 tin _/hr _1 1:27 18-4 au 1 10 2A 1:37 15.6 24.6 1:37 24. 2 ?Q as ?$ 15-6 16.8 1:47 i. au 247 21.3 3 10 2,_5 2;7 1 Q 16.3 1:57 10.5 M1 M 4 10 ZA 3.1 2.8 14.4 1U 2* 07 16.0 5 ?s$ 24 M ju 2 12.2 2,17 11.,E 6 10 2_0 2_4 2.0 1210 12.2 3iZZ �8 � 2:27 1 9 @ 7 10 1.8 2.1 1:>} 1Q.8 101 2:37 1 Q� j.T 18.4 LZ 8 1Q 1.7 1 Q 1.8 10.2 141 §.8 2:47 14.7 5.8 9 0 ] L2 1.6 9,_0 U 2:57 iu a 2:57 13� 18.9 10 10 1_5 1.9 1.6 9.0 97 3:07 11.7 1150 11.7 12.0 11 1Q 1.5 9_6 9_2 3:17 10.1 132 3:17 10.1 13.2 12 10 1.5 12� 1,� 9.0 U 3:27 8 11� UU:4ua sladden palm desert North 1 No Scale ....w 760 772 3895 p•7 0 Approximate Pcicoiation Test Locations � tJ ":1 `:1 %%-..a �Y -A .V I Stormwater Percolation Test Location Map Proposed 80 -acre Residential Devclopment SWC Monroe Street & Avenue 52 Indio Area Riverside Countv. California sladden Engineering olect Number: 544 -3001 Date: 3 -3 -03 VICINITY MAP r H WY 111 iy Q y�o e HWY 111 DR. CARREON BLVD 96, O L w V- N AVENUE 48TH t5 ui � � x N V) N AVENUE 50TH 0 z w z w u u N O z Y m W 2 Q z AVENUE 52ND l< AVENUE 54TH VICINITY MAP �'o 4FII' N.T.S. FEMA MAP ZONE [ 0.4l 14ELL.:I [.INAL APPROXIMATE SCALE 2000 0 2000 FEET. I This is an official copy of a portion of the above referenced flood map. It was extracted using F- MITOMJne. This map does not reflect changes or amendments which may have been made subsequent to the date on the title dock. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov, HYDROLOGY MAPS qg yy���y��• pq 2 LOT I "B LEMUMMAKIMA, i 27 LOT 28 LOT 29 \ \ \ LOT 10 55.5 PE =485.3 PE =484.9 PE =484.1 LOT 30 \ _ - PE =484.2 ILOT 9 PE =483.5 2 LOT 31 PE =483. I nT R DRAINAGE AREA 1 r k A r • � y r RUNOFF y -FT) R r • • RESIDENTIAL � R RETENTION AREA r , r r' RETENTION 'AREA r r r r 4 k 481.24 R . ; , y TOTAL r. 28 k RETENTION BASIN CAPACITY,:. (4' DEEP) i 3.77 AC-FT 100 YEAR, 3-HOUR k r ■ FACE ELEVATION w 00 -YEAR, -HOUR r■,, RUNOFF VOLUME rr 100 YEAR, -HOUR WATERV SURFACE k r DRAINAGE * .:.. k� r STORM RUNOFF STREET NA RESIDENTIAL � r RETENTION AREA r , r r' RETENTION 'AREA r r r TOTAL 0.45 AC-FT 481.24 RETENTION BASIN TOTAL r. 28 k RETENTION BASIN CAPACITY (4': DEEP) 1.51 AC-FT! YEAR, 3-HOUR WATER ELEVATION w rr 1-HOUR STORM RUNOFF VOLUME 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 100-YEAR, r' WATER SURFACE ELEVATION ..• DRAINAGE i ? , : „ :., AREA k i - HOUR STORM RUNOFF k r 0.438 � RESINENTIAL r , r. RETENTION 'AREA r r r �r � � t 481.24 TOTAL r. 28 k 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y RETENTION BASIN 6A 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 ,RETENTION BASIN CAPACITY DEEP) TO BASIN 7D r• k 0 E r r A.. • SURFACE ELEVATION 480.6 100 YEAR, 1 -HOUR STORM RUNOFF VOLUME 0.21 AC-FT 100-YEAR,,. I-HOUR WATER SURFACE ELEVATION-- 8 • � 100 1 ■ r r � �! r , ! i 1�1 �r � � t 481.24 r k r 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y ♦* STORM RUNOFF 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 EXCE_ SS RUNOFF OVERFLOWS DIRECTLY TO BASIN 7D STORM RUNOFF (AC-FT) 0.10 0. DRAINAGE AREA OS RETENTIOII/OFFSITE • k RETENTION BASIN 2 RETENTION BASIN CAPACITY DEEP) 0.86 AC-FT, 1 00-YEAR, 3-HOUR WATER SURFACE ELEVATION 483.9 1'100 YEAR, 1-HOUR STORM:IRUNOFF VOLUME 0.34 A�� 00-YEAR, 11-HOUR WATER SURFACE k r Ls :STORM RUNOFF EXCEEDING BASIN CAPACITY OVERFIOWS THROUGH STREETS TO • � 100 1 ■ r r � �! r , ! i 1�1 �r � � t 481.24 r k r 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y ♦* STORM RUNOFF 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 LOT »F„ 3-HOUR r r DRAINAGE AREA 5 RUNOFF r 0.10 ■ r i 'RETENTION AREA TOTAL r k RETENTION BASIN r r BASIN ••A r 0.9 AC-FT 100-YEAR, WATER SURFACE ELEVATION 481.4 00 -YEAR, -HOUR STORM RUNOFF r 0.36 AC-FT �100-YEAR, 1-HOUR WATER SURFACE ELEVATION 480.8 DRAINAGE A 7B AREA 3 -HOUR STORM (AC) RUNOFF (AC -FT) STREET 1.584 0.25 RESIDENTIAL 9.468 0.83 RETENTION AREA 1.184 0.06 TOTAL 1.14 AC--FT 2.10 AC -FT 479.1 1.05 AC -FT 478.1 F DRAINAGE . k • ■ • A STORM • RUNOFF STREET . r RESIDENTIAL 0.978 0.09 RETENTION AREA 0.302 0. TnTAL r AC- RETENTION RETENTION B CAPACITY r. i t AC- 100-YEAR, • WATER SURFACE 1-HOUR STORM RUNOFF r 0.18 AC- 100-YEAR, r k WATER SURFACE k BASINS 8 AND r r AND EQUALIZED RAINAGE AREA 7A AREA 3 -HOUR STORM (AC) RUNOFF (AC -FT) STREET 1,591 0.25 RESIDENTIAL 7.339 0.65 RETENTION AREA .01 TOTAL 0.91 AC -FT RETENTION BASIN 7A RETENTION BASIN CAPACITY (4' DEEP) 0.38 AC -FT 100-YEAR, 3 -HOUR WATER SURFACE ELEVATION 479.7 100 -YEAR, 1 -HOUR STORM RUNOFF VOLUME 0.61 AC -FT 10 0 -YEAR 1-HOUR WA T ER SU R FACE ELEVATION 479.1 a • r � 100 1 ■ •!r r r �• �! r , ! i 1�1 481.24 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y ♦* STORM RUNOFF 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 DRAINAGE A 7B AREA 3 -HOUR STORM (AC) RUNOFF (AC -FT) STREET 1.584 0.25 RESIDENTIAL 9.468 0.83 RETENTION AREA 1.184 0.06 TOTAL 1.14 AC--FT 2.10 AC -FT 479.1 1.05 AC -FT 478.1 F DRAINAGE . k • ■ • A STORM • RUNOFF STREET . r RESIDENTIAL 0.978 0.09 RETENTION AREA 0.302 0. TnTAL r AC- RETENTION RETENTION B CAPACITY r. i t AC- 100-YEAR, • WATER SURFACE 1-HOUR STORM RUNOFF r 0.18 AC- 100-YEAR, r k WATER SURFACE k BASINS 8 AND r r AND EQUALIZED RAINAGE AREA 7A AREA 3 -HOUR STORM (AC) RUNOFF (AC -FT) STREET 1,591 0.25 RESIDENTIAL 7.339 0.65 RETENTION AREA .01 TOTAL 0.91 AC -FT RETENTION BASIN 7A RETENTION BASIN CAPACITY (4' DEEP) 0.38 AC -FT 100-YEAR, 3 -HOUR WATER SURFACE ELEVATION 479.7 100 -YEAR, 1 -HOUR STORM RUNOFF VOLUME 0.61 AC -FT 10 0 -YEAR 1-HOUR WA T ER SU R FACE ELEVATION 479.1 a .- k r ■ STORM RUNOFF 1, 100 1 ■ •!r r r �• rat: u0ma r , 0.02 1�1 TOTAL r AC-FT 481.24 RETENTION BASIN 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y 100 -YEAR, 3-HOUR WATER SURFACE k r 4+ ♦* STORM RUNOFF r • k 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 LOT »F„ ; a .- k r ■ STORM RUNOFF 1, 100 1 ■ •!r r r �• rat: u0ma r , 0.02 1�1 TOTAL r AC-FT 481.24 RETENTION BASIN 'RETENTION BASIN CAPACITY 1 DEEP) 0.68 y 100 -YEAR, 3-HOUR WATER SURFACE k r 4+ ♦* STORM RUNOFF r • k 3 r: . A.r 1-HOUR WATER SURFACE l 480.3 y n< ,5 �N LOT 1 f' PE =483.1 xk 481.24 FL M I LOT »F„ ; }a C N BLVD { [ w L .'c C W to cn � z � a wit x F qY c[ . {� C 3