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32879bz- g rc III -- --,,....... ..... .... -- 31 IIIIIILIIIIIIIIIIIII 91 STORM DRAIN HYDRAl1LIC� -S REPORT For Property Located In a portion of Section 15, T6S., RM, SBM La Quinta, California Griffin Ranch Tract Map No. 32879 Revised December 6, 2005 Prepared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 JN 1721 MSA CONSULTING, INC. MARMRO, SMUH & Assocu= INC. PLAmiwo ■ Cim Bxonmmm ■ Lmm SoRyEywo 34200 Bw Horn DRm ■ Rnxcao MmAcm ■ CA 92270 T ammoxn (760) 320 -9M ■ FAx (760) 323 -7893 I STORM DRAIN HYDRAULICS REPORT For Property Located In a portion of Section 15, T6S., RM, SBM La Quinta, California Griffin Ranch Tract Map No. 32879 Revised December 6, 2005 Pr. epared for: Trans West Housing 47120 Dune Palms Road, Suite C La Quinta, CA 92253 -2051 JN 1721 QR0F ESSJO a. D E,1 4e N0. 43880 L.3e.ot 'r C►VIL 0 CALIF MSA CONSULTING, INC. MAwmo, Smrm & Assoamn, INC. Pl.AMMO ■ CMM ENOM MUM ■ LAM SURVUWG 34200 13os HOPE Diva ■ RANCHO Mhum ■ CA 92270 'Fer moan (760) 320 -9811 ■ FAx (760) 323 -7893 ?53 .,. %0,.,.. DRAIN INDEX$ MAP pff MSA CoNSULTINo, INC w MADmo, SmrrH & Assoc ATBs, INc v0 PLAMM • ONM BRODMm a ■ LAND Stmvama 34200 Boa Hora Dun ■ �o I�� ■ G 92270 TSLEpmm (760) 920+9311 ■ PAZ (760) 323 -7893 LINE 253 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 11:50:10 �T twork: 01 - LINE 253 Page: 1 Storm Sewers Summary Report ---------- Pipe - - - Name - -- - -- Total Flow Pipe Dim HGL Down HGL Up Invert Down invert Up Downstream cfs in ft ft ft ft Junction Pipe 1 67.42 48.00 461.80 461.94 450.50 451.38 Outfall Pipe 2 67.42 48.00 461.97* 462.11* 451.38 452.34 45 BEND 1 Pipe 3 67.42 48.00 462.14* 462.16* 452.34 452.45 45 BEND 2 Pipe 4 67.42 48.00 462.18* 462.79* 452.54 454.19 MH 1 Pipe 5 67.42 48.00 462.81* 463.01* 454.28 455.01 MH 2 Pipe 18 35.68 48.00 463.36* 463.37* 455.01 455.11 WYE 1 Pipe 6 35.68 30.00 463.68* 464.05* 456.61 457.01 REDUCER 1 Pipe 7 19.80 30.00 464.68* 464.95* 457.01 457.96 WYE 2 Pipe 8 19.80 30.00 464.97* 465.67* 458.04 462.66 MH 3 Pipe 9 19.80 30.00 465.68* 466.12 462.74 464.13 MH 4 Pipe 20 9.90 30.00 466.66* 466.66 464.13 464.18 WYE 3 Pipe 10 9.90 18.00 466.86* 467.06* 465.18 465.32 REDUCER 3 Pipe 11 9.90 18.00 467.29* 467.68* 465.32 465.38 45 BEND 3 Pipe 13 31.74 30.00 463.36* 463.70* 455.76 455.93 WYE 1 Pipe 14 15.87 24.00 465.09* 465.55* 456.43 456.59 CB 2 Pipe 15 9.90 18.00 466.66* 467.49* 464.63 464.88 WYE 3 Pipe 16 15.87 24.00 464.68* 465.34* 457.26 457.30 WYE 2 • Storm Sewed ,-.Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - = 9.27 Catchment Area Current Pipe = Pipe 1 = 0.500 Downstream Pipe = Outfall Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 61.9337 ft Plan Length = 61.9274 ft Pipe Type = Circular gpd Pipe Dimensions = 48.00 in = 5.36 ft /s Pipe Manning's "n" = 0.013 Uniform Velocity Upstream Pipe Capacity at Invert Slope = 171.15 cfs Invert Elevation Downstream = 450.50 ft Invert Elevation Upstream = 451.38 ft Invert Slope = 1.42W Invert Slope (Plan Length) = 1.42W Rim Elevation Downstream = 460.00 ft Rim Elevation Upstream = 467.00 ft Natural Ground Slope = 11.308 Crown Elevation Downstream = 454.50 ft Crown Elevation Upstream = 455.38 ft - -- -FLOW INFORMATION--- - = 9.27 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 = 67.42 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 otal Time of Concentration = 9.27 min otal Intensity = 8.70 in /hr Total Rational Flow = 0.00 cfs Total Flow = 67.42 cfs Uniform Capacity = 171.15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 461.80 ft HGL Elevation Upstream = 461.94 ft HGL Slope = 0.22 8 EGL Elevation Downstream = 462.25 ft EGL Elevation Upstream = 462.38 ft EGL Slope = 0.22 W Critical Depth = 29.7696 in Depth Downstream = 48.0000 in Depth Upstream = 48.0000 in Velocity Downstream = 5.36 ft /s Velocity Upstream = 5.36 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 12.81 ft /s Area Downstream = 12.57 ft "2 Area Upstream = 12.57 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.029 ft - -- -INLET INFORMATION--- - = 0.00 ft /ft Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 0. avement Cross -Slope = 0.00 ft /ft -utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in *avement Spread = 0.0000 ft otal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 ft - - -- RAINFALL INFORMATION--- - = Circular Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - atchment Area Current Pipe = Pipe 2 = 0.500 Downstream Pipe = Pipe 1 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 67.2257 ft Plan Length = 67.2188 ft Pipe Type = Circular Pipe Dimensions = 48.00 in Pipe Manning's "n" = 0.013 Total Rational Flow Pipe Capacity at Invert Slope = 171.58 cfs Invert Elevation Downstream = 451.38 ft Invert Elevation Upstream = 452.34 ft Invert Slope = 1.43% Invert Slope (Plan Length) = 1.43% Rim Elevation Downstream = 467.00 ft Rim Elevation Upstream = 467.33 ft Natural Ground Slope = 0.49% Crown Elevation Downstream = 455.38 ft Crown Elevation Upstream = 456.34 ft FLOW INFORMATION--- - atchment 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 = 67.42 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 9.06 min Total Intensity = 8.77 in /hr Total Rational Flow = 0.00 cfs Total Flow = 67.42 cfs Uniform Capacity = 171.58 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 461.97 ft HGL Elevation Upstream = 462.11 ft HGL Slope = 0.22 % EGL Elevation Downstream = 462.41 ft EGL Elevation Upstream = 462.56 ft EGL Slope = 0.22 % Critical Depth = 29.7696 in Depth Downstream = 48.0000 in Depth Upstream = 48.0000 in Velocity Downstream = 5.36 ft /s Velocity Upstream = 5.36 ft /s Uniform Velocity Downstream = 12.84 ft /s Uniform Velocity Upstream = 12.84 ft /s Area Downstream = 12.57 ft"2 Area Upstream = 12.57 ft"2 (JLC) = NA Calculated Junction Loss = 0.029 ft - -- -INLET INFORMATION--- - Downstream Inlet = 45 BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width 10ntercept Efficiency low 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 3 - - -- 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 "nvert Elevation Downstream nvert 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 *GL Slope critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % 0.00 = 100 Year = Tutorial = Pipe 3 = Pipe 2 = HDPE = 7.9542 ft = 10.2884 ft = Circular = 48.00 in = 0.013 = 168.85 cfs = 452.34 ft = 452.45 ft = 1.38% = 1.07% = 467.33 ft = 467.38 ft = 0.65% = 456.34 ft = 456.45 ft = 0.00 ac = 0.500 = 5.00 min = 10.24 in /hr = 0.00 cfs = 67.42 cfs = 0.00 cfs = 0.00 ac = 0.500 = 9.03 min = 8.78 in /hr = 0.00 cfs = 67.42 cfs = 168.85 cfs = 0.00 cfs = 0.00 gpd = 462.14 ft = 462.16 ft = 0.22 % = 462.59 ft = 462.61 ft = 0.22 % = 29.7696 in = 48.0000 in = 48.0000 in = 5.36 ft /s = 5.36 ft /s = 12.69 ft /s = 12.69 ft /s = 12.57 ft "2 = 12.57 ft'2 Kj (JLC) = NA Calcvlated Junction Lo-ne = 0.022 ft - -- -INLET INFORMATION--- - = Pipe 3 Downstream Inlet = 45 BEND 2 nlet Description = <None> nlet 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 'k 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 9 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial PIPE INFORMATION--- - urrent Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 276.9835 ft Plan Length = 276.9835 ft Pipe Type = Circular Pipe Dimensions = 48.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 110.82 cfs Invert Elevation Downstream = 452.54 ft Invert Elevation Upstream = 454.19 ft Invert Slope = 0.61% Invert Slope (Plan Length) = 0.60% Rim Elevation Downstream = 467.38 ft Rim Elevation Upstream = 467.18 ft Natural Ground Slope = -0.07% Crown Elevation Downstream = 456.54 ft Crown Elevation Upstream = 458.19 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 = 67.42 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 8.17 min Total Intensity = 9.05 in /hr Total Rational Flow = 0.00 cfs Total Flow = 67.42 cfs niform Capacity = 110.82 cfs kipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 462.18 ft HGL Elevation Upstream = 462.79 ft HGL Slope = 0.22 % EGL Elevation Downstream = 462.63 ft EGL Elevation Upstream = 463.24 ft EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream eelocity Upstream niform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 "urb Efficiency rate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 5 - - -- 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 Inlet Time Inlet Intensity nlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow = 0.22 % = 29.7696.;n = 48.0000 in = 48.0000 in = 5.36 ft /s = 5.36 ft /s = 9.25 ft /s = 9.25 ft /s = 12.57 ft'2 = 12.57 ft "2 = NA = 0.022 ft = MH 1 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % * % = 0.00 % = 100 Year = Tutorial = Pipe 5 = Pipe 4 = HDPE = 89.0593 ft = 91.3943 ft = Circular = 48.00 in = 0.013 = 129.99 cfs = 454.28 ft = 455.01 ft = 0.82% = 0.80% = 467.18 ft = 466.57 ft = -0.69% = 458.28 ft = 459.01 ft = 0.00 ac = 0.500 = 5.00 min = 10.24 in /hr = 0.00 cfs = 67.42 cfs = 0.00 cfs = 0.00 ac = 0.500 = 7.88 min = 9.14 in /hr = 0.00 cfs = 67.42 cfs Uniform Capacity = 129.99 cfs Skipped flow - = 0.00 cfs Infiltration = 0.00 gpd -- HYDRAULIC INFORMATION--- - = Undefined GGL Elevation Downstream = 462.81 ft GL Elevation Upstream = 463.01 ft HGL Slope = 0.22 % EGL Elevation Downstream = 463.26 ft EGL Elevation Upstream = 463.46 ft EGL Slope = 0.22 % Critical Depth = 29.7696 in Depth Downstream = 48.0000 in Depth Upstream = 48.0000 in Velocity Downstream = 5.36 ft /s Velocity Upstream = 5.36 ft /s Uniform Velocity Downstream = 10.44 ft /s Uniform Velocity Upstream = 10.44 ft /s Area Downstream = 12.57 ft'2 Area Upstream = 12.57 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.352 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Flow to Current Inlet = 0.00 cfs Dotal low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * %. Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 18 = 466.57 ft - - -- RAINFALL INFORMATION--- - = 466.68 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 18 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 12.7820 ft Plan Length = 12.7816 ft Pipe Type = Circular Pipe Dimensions = 48.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 127.00 cfs Invert Elevation Downstream = 455.01 ft Invert Elevation Upstream = 455.11 ft Invert Slope = 0.78% Invert Slope (Plan Length) = 0.78% im Elevation Downstream = 466.57 ft Rim Elevation Upstream = 466.68 ft Natural Ground Slope = 0.89% Crown Elevation Downstream = 459.01 ft Crown Elevation Upstream = 459.11 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area *eighted Coefficient otal 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case "ongitudinal Slope annings 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 ipe Length OPlan 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) 10.24 in /hr _- 0.00 cfs 35.68 cfs 0.00 cfs 0.00 ac 0.500 7.81 min 9.17 in /hr 0.00 cfs = 35.68 cfs 127.00 cfs 0.00 cfs 0.00 gpd = 463.36 ft = 463.37 ft = 0.06 % = 463.49 ft = 463.50 ft = 0.06 % = 21.3408 in = 48.0000 in = 48.0000 in = 2.84 ft /s = 2.84 ft /s = 8.68 ft /s = 8.68 ft /s = 12.57 ft "2 = 12.57 ft "2 = NA = 0.305 ft = WYE 1 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft = 0.0000 ft 0.00_ft /s * % * % = 0.00 = 100 Year = Tutorial = Pipe 6 = Pipe 18 = HDPE = 49.6797 ft = 49.6781 ft = Circular = 30.00 in = 0.013 = 36.79 cfs = 456.61 ft = 457.01 ft = 0.81% = 0.81% Rim Elevation Downstream = 466.68 ft Rir- Elevation-- Upstrear.. -- = 466.19 ft Natural Ground Slope = -0.98% Crown Elevation Downstream = 459.11 ft Crown Elevation Upstream = 459.51 ft 0 -- -FLOW INFORMATION--- - = 464.87 ft 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 = 35.68 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 7.69 min Total Intensity = 9.21 in /hr Total Rational Flow = 0.00 cfs Total Flow = 35.68 cfs Uniform Capacity = 36.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 463.68 ft HGL Elevation Upstream = 464.05 ft HGL Slope = 0.76 W EGL Elevation Downstream = 464.50 ft EGL Elevation Upstream = 464.87 ft EGL Slope = 0.76 % Critical Depth = 24.3240 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 7.27 ft /s Velocity Upstream = 7.27 ft /s Uniform Velocity Downstream = 8.54 ft /s Uniform Velocity Upstream = 8.54 ft /s rea Downstream = 4.91 ft "2 rea Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.632 ft - -- -INLET INFORMATION--- - Downstream Inlet = REDUCER 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 % ISIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length Plan Length Pipe Type Pipe Dimensions pe Capacity at t pe Cit Invert Slope nvert 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 OGL Elevation Downstream GL 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 utter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency = 116.2278 ft 118.2239 ft = Circular = 30.00 in = 0.013 = 37.07 cfs = 457.01 ft = 457.96 ft = 0.82% = 0.80% = 466.19 ft = 466.70 ft = 0.44% = 459.51 ft = 460.46 ft = 0.00 ac = 0.500 = 5.00 min = 10.24 in /hr = 0.00 cfs = 19.80 cfs = 0.00 cfs = 0.00 ac = 0.500 = 7.20 min = 9.38 in /hr = 0.00 cfs = 19.80 cfs = 37.07 cfs = 0.00 cfs = 0.00 gpd = 464.68 ft = 464.95 ft = 0.23 % = 464.94 ft = 465.21 ft = 0.23 % = 18.1260 in = 30.0000 in = 30.0000 in = 4.03 ft /s = 4.03 ft /s = 7.68 ft /s = 7.68 ft /s = 4.91 ft°2 = 4.91 ft"2 = NA = 0.013 ft = WYE 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % * % = 0.00 % PIPE DESCRIPTION: Pipe-8 - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial 0---PIPE INFORMATION--- - ac Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length = 299.7792 ft Plan Length = 299.7792 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 50.90 cfs Invert Elevation Downstream = 458.04 ft Invert Elevation Upstream = 462.66 ft Invert Slope = 1.56% Invert Slope (Plan Length) = 1.54% Rim Elevation Downstream = 466.70 ft Rim Elevation Upstream = 468.21 ft Natural Ground Slope = 0.50% Crown Elevation Downstream = 460.54 ft Crown Elevation Upstream = 465.16 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 = 19.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 4.91 ft "2 Total Time of Concentration = 5.97 min Total Intensity = 9.84 in /hr otal Rational Flow = 0.00 cfs otal Flow = 19.80 cfs Uniform Capacity = 50.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 464.97 ft HGL Elevation Upstream = 465.67 ft HGL Slope = 0.24 % EGL Elevation Downstream = 465.22 ft EGL Elevation Upstream = 465.92 ft EGL Slope = 0.24 % Critical Depth = 18.1260 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 4.03 ft /s Velocity Upstream = 4.03 ft /s Uniform Velocity Downstream = 9.72 ft /s Uniform Velocity Upstream = 9.72 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.013 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 utter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread utter Velocity urb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 9 - - -- 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 unoff Coefficient nlet 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope = 0.00 cfs. = 0.0000 -in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % * % * % = 0.00 % = 100 Year = Tutorial = Pipe 9 = Pipe 8 = HDPE = 219.4937 ft = 219.4937 ft = Circular = 30.00 in = 0.013 = 32.63 cfs = 462.74 ft = 464.13 ft = 0.64% = 0.63% = 468.21 ft = 469.37 ft = 0.52% = 465.24 ft = 466.63 ft = 0.00 ac = 0.500 = 5.00 min = 10.24 in /hr = 0.00 cfs = 19.80 cfs = 0.00 cfs = 0.00 ac = 0.500 = 5.13 min = 10.19 in /hr = 0.00 cfs = 19.80 cfs = 32.63 cfs = 0.00 cfs = 0.00 gpd = 465.68 ft = 466.12 ft = 0.20 % = 465.93 ft = 466.46 ft = 0.25 % = 18.1260 in = 30.0000 in = 23.8364 in = 4.03 ft /s = 4.74 ft /s = 6.97 ft /s = 6.97 ft /s = 4.91 ft"2 = 4.18 ft"2 = NA = 0.539 ft = MH 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Poi;ding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs arryover 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 20 cfs - - -- RAINFALL INFORMATION--- - = 32.93 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 20 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 7.7512 ft Plan Length = 7.7510 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 32.93 cfs Invert Elevation Downstream = 464.13 ft Invert Elevation Upstream = 464.18 ft vert Slope = 0.65% ervert Slope (Plan Length) = 0.65% Rim Elevation Downstream = 469.37 ft Rim Elevation Upstream = 469.41 ft Natural Ground Slope = 0.58% Crown Elevation Downstream = 466.63 ft Crown Elevation Upstream = 466.68 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 = 9.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 4.91 ft"2 Total Time of Concentration = 5.07 min Total Intensity = 10.21 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.90 cfs Uniform Capacity = 32.93 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 466.66 ft HGL Elevation Upstream = 466.66 ft HGL Slope = 0.08 % EGL Elevation Downstream = 466.72 ft EGL Elevation Upstream = 466.73 ft EGL Slope = 0.08 % Critical Depth = 12.6150 in epth Downstream = 30.0000 in Depth Upstream = 29.7826 in Velocity Downstream = 2.02 ft /s Velocity Upstream = 2.02 ft /s Uniform Velocity Downstream = 5.87 ft /s Uniform Velocity Upstream = 5.87 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.90 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.202 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 3 Inlet Description = <None> Type = Undefined *let mputation Case = Sag ongitudinal 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 = 0.0000 in Gutter width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Pipe = Pipe 20 Catchment Area isownstream ipe Material = HDPE = 0.500 Pipe Length = 22.5311 ft Plan Length = 22.5307 ft Pipe Type = Circular Inlet Hydrograph Flow Pipe Dimensions = 18.00 in = 0.00 ac Pipe Manning's "n" = 0.013 Total Time of Concentration Pipe Capacity at Invert Slope = 8.28 cfs = 10.24 in /hr Invert Elevation Downstream = 465.18 ft Invert Elevation Upstream = 465.32 ft Invert Slope = 0.62% Invert Slope (Plan Length) = 0.62% = 0.00 gpd Rim Elevation Downstream = 469.41 ft Rim Elevation Upstream = 469.52 ft Natural Ground Slope = 0.49% EGL Elevation Downstream Crown Elevation Downstream = 466.68 ft Crown Elevation Upstream = 466.82 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 = 9.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.90 cfs Uniform Capacity = 8.28 cfs Skipped flow = 0.00 cfs 4w nfiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 466.86 ft HGL Elevation Upstream = 467.06 ft HGL Slope = 0.89 % EGL Elevation Downstream = 467.35 ft EGL Elevation Upstream = 467.55 ft EGL Slope = 0.89 % Critical Depth = 14.5638 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.60 ft /s Velocity Upstream = 5.60 ft /s Uniform Velocity Downstream = 5.60 ft /s niform Velocity Upstream = 5.60 ft /s rea Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.227 ft - -- -INLET INFORMATION--- - Downstream Inlet = REDUCER 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 9, 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 lot Efficiency = * % otal Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 9.3006 ft Plan Length = 10.8004 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.43 cfs Invert Elevation Downstream = 465.32 ft Invert Elevation Upstream = .465.38 ft Invert Slope = 0.65% Invert Slope (Plan Length) = 0.56% Rim Elevation Downstream = 469.52 ft Rim Elevation Upstream = 469.88 ft Natural Ground Slope = 3.87% Crown Elevation Downstream = 466.82 ft Crown Elevation Upstream = 466.88 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 nlet Input Flow = 9.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.90 cfs Uniform Capacity = 8.43 cfs Skipped flow = 0.00 cfs Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream GGL Slope GL 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 ypassed Flow IMF avement 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 13 - - -- 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 Oatural Ground Slope Town Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow = 0.00 gpd = 467.29 ft = 467.68 ft = 4.16 % = 467.78 ft = 468.17 ft = 4.16 % = 14.5638 in = 18.0000 in = 18.0000 in = 5.60 ft /s = 5.60 ft /s = 5.60 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft "2 = NA = 0.624 ft = 45 SEND 3 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.0000 in = 0.0000 in = 0.0000 ft 0.0000 ft = 0.00 ft /s * % _ * % * % = 0.00 % = 100 Year = Tutorial = Pipe 13 = Pipe 5 = HDPE = 56.7122 ft = 58.2120 ft = Circular = 30.00 in = 0.013 = 22.45 cfs = 455.76 ft = 455.93 ft = 0.30% = 0.29% = 466.57 ft = 466.56 ft _ -0.01% = 458.26 ft = 458.43 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs i Inlet Input Flow = 31.74 cfs ..Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 464.35 ft Total Time of Concentration = 0.19 min eotal Intensity = 12.98 in /hr otal Rational Flow = 0.00 cfs Total Flow = 31.74 cfs Uniform Capacity = 22.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 463.36 ft HGL Elevation Upstream = 463.70 ft HGL Slope = 0.60 % EGL Elevation Downstream = 464.01 ft EGL Elevation Upstream = 464.35 ft EGL Slope = 0.60 % Critical Depth = 23.0340 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 6.47 ft /s Velocity Upstream = 6..47 ft /s Uniform Velocity Downstream = 6.11 ft /s Uniform Velocity Upstream = 6.47 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 1.386 ft - -- -INLET INFORMATION--- - = 0.00 ft /ft Downstream Inlet = WYE 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 C ross -Slope = 0.00 ft /ft g:t:::vnt Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9d Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 14 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 53.4578 ft Plan Length = 57.3074 ft ipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 12.37 cfs Invert Elevation Downstream = 456.43 ft Invert Elevation Upstream = 456.59 ft Invert Slope = 0.30% Invert Slope (Plan Length) = 0.28% Rim Elevation Downstream = 466.56 ft Rim Elevation Upstream = 466.55 ft Natural Ground Slope = -0.02% Crown Elevation Downstream = 458.43 ft Crown Elevation Upstream ='458.59 ft -- -FLOW INFORMATION--- - = 0.86 W Oatchment Area = 0.00 ac unoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.87 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.87 cfs Uniform Capacity = 12.37 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 465.09 ft HGL Elevation Upstream = 465.55 ft HGL Slope = 0.86 W EGL Elevation Downstream = 465.49 ft EGL Elevation Upstream = 465.95 ft EGL Slope = 0.86 % Critical Depth = 17.2392 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.05 ft /s Velocity Upstream = 5.05 ft /s Uniform Velocity Downstream = 5.05 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 ] (JLC) = NA alculated Junction Loss = 0.495 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 15 RAINFALL Seturn Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 15 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 49.1194 ft Plan Lenqth = 50.6188 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.49 cfs Invert Elevation Downstream = 464.63 ft nvert Elevation Upstream = 464.88 ft nvert Slope = 0.51% EGL Elevation Downstream Invert Slope (Plan Length) = 0.49% min Rim Elevation Downstream = 469.37 ft Rim Elevation Upstream = 469.88 ft Natural Ground Slope = 1.05% cfs Crown Elevation Downstream = 466.13 ft Crown Elevation Upstream = 466.38 ft - -- -FLOW INFORMATION--- - = 0.0000 HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.500 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 1.77 ft "2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.90 cfs Uniform Capacity = 7.49 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 HGL Elevation Downstream = 466.66 ft HGL Elevation Upstream = 467.49 ft HGL Slope = 1.69 % EGL Elevation Downstream = 467.14 ft EGL Elevation Upstream = 467.98 ft GL Slope = 1.69 % ritical Depth = 14.5638 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.60 ft /s Velocity Upstream = 5.60 ft /s Uniform Velocity Downstream = 5.38 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 = 0.810 ft - -- -INLET INFORMATION--- - = 0.0000 Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in epth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 8 Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 16 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial PIPE INFORMATION--- - HGL Elevation Downstream eurrent Pipe = Pipe 16 ow-n-stream Pipe = Pipe 6 = 0.500 Pipe Material = HDPE = 0.00 Pipe Length = 7.4015 ft Plan Length = 8.9014 ft Pipe Type = Circular = 15.87 Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 = 0.00 Pipe Capacity at Invert Slope = 16.62 cfs Invert Elevation Downstream = 457.26 ft Invert Elevation Upstream = 457.30 ft Invert Slope = 0.54% = 0.00 Invert Slope (Plan Length) = 0.45% = 15.87 Rim Elevation Downstream = 466.19 ft Rim Elevation Upstream = 466.51 ft Natural Ground Slope = 4.318 Crown Elevation Downstream = 459.26 ft Crown Elevation Upstream = 459.30 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.500 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.87 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 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 = 15.87 cfs niform Capacity = 16.62 cfs kipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 464.68 ft HGL Elevation Upstream = 465.34 ft HGL Slope = 8.88 % EGL Elevation Downstream = 465.08 ft EGL Elevation Upstream = 465.74 ft EGL Slope = 8.88 % Critical Depth = 17.2392 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.05 ft /s Velocity Upstream = 5.05 ft /s Uniform Velocity Downstream = 6.55 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 = 1.565 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width Ponding Width = 0.0000 ft = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint - Pavement Spread Total Spread Gutter Velocity � urb Efficiency rate Efficiency Slot Efficiency Total Efficiency • I 1 J = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * 96 * 96 0.00 % PIPE 45 PIPE 60 -2 PIPE 60 -3 PIPE 60 -4 PIPE 60 -5 PIPE 60 -6 PIPE 48 PIPE 46 PIPE 60 -1 MADISON STREET - - _ _ - - - - - - PIPE 60 -8 - - - - - - - - PIPE 60 -7 I PIPE 55 280 281 282 263 264 11 252 253 254 255 256 257 279 247 CANANERO DRIVE 285 249 248 9L PIPE 44 CIRCLE 6) \251 _- 258 278 / 295 294 293 292 286 = 264 263 262 261 CO / / PIPE 7 y< I PIP 43 a 277 / 250 0 / 0 259 O / 298 291 287 PIPE 51 I Q / 296 297 I \ PIPE 53 265 266 267 288 276 - - D I I 299 I 288 \ PIPE 5 PIPE 52 - 260 AFFIRMED CIRCLE / 290 z I \ PIPE 41 _ - _ _ / - I m PIPE 7 275 / m D PIPE 49 1 o I I m PIPE 42 _ - CIRCLE _ 1\ 303 302 301 300 289 1 I Ic 272 273 m m PIPE 2 PIPE 4 PIPE 39 271 274 m PIPE 7 7 PIPE 5 270 I 1 1 LOT 'AO' IPE 5 A - 269 I I 1 WELL SITE 1 PIPE '6 P49E 3 PIPE 7 1 PIPE 3 PIPE 4 \ 55 54 53 II 52 51 50 PIPE 37 PIPE 8 _ - 56 DRIVE PIPE 72 - _ - - - - --� _ - - - p`YSHEBA PIPE 70 PIPE 11 - DRIVE PIPE 34 - - - - - - PIPE 36 PIPE '35 NLY SHE - 1 45 46 47 48 � 41 42 43 44 PIPE 10 to I PIPE 33 I LOT •AW PIPE 7 PIPE 9 IZ I COMMUNITY RECREATION CENTER 40 E: AND RETENTION 1 I PIPE 18 I IPE 19 Im I PIPE 32 PIPE 14 I� OWN PIPE 12. 6 5 4 3 2 1 PIPE 13 I �Fq PIPE 3.1 PIPE 30 1 PIPE 21 �A PIPE 22 PIPE 23 PIPE 25 PIPE 27 I PIPE 20 _ _ PIPE 24 _ _ PIPE •28 PIPE 15 PIPE 1�LEW W - - - - PIPE 2 PIPE 29 PIPE 17 LINE 103 STORM DRAIN INDEX MAP MIS MSA Coxsln,nm, INc. MADC=0, SNIM & AmoclAm INC AD Pum me ■ d m. mammumnm ■ w® Smvemm 34= B Hm Darya . Rmo >� . G 922'N Tsuwmm C76M 320+9®11 ■ FAx C76M 923 -'1893 LINE 103 User Name: mpompa Date: 12 -07 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 08:48:13 0-twork: 02 - LINE 103 Page: 1 Storm Sewers Summary Report ---------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream cfs in ft ft ft ft Junction Pipe 2 106.99 60.00 476.50 476.97 462.58 463.93 Outfall Pipe 3 106.99 60.00 477.07* 477.18* 463.93 464.25 BEND 1 Pipe 4 106.99 60.00 477.28* 477.31* 464.25 464.32 BEND 2 Pipe 39 43.93 36.00 477.63* 477.75* 465.47 466.80 MH 1 Pipe 57 16.37 36.00 478.28* 478.29* 466.80 467.20 WYE 1 Pipe 40 16.37 24.00 478.42* 478.66* 468.20 470.45 REDUCER 1 Pipe 41 16.37 24.00 478.81* 479.32* 470.45 471.53 BEND 4 Pipe 42 16.37 24.00 479.34* 479.80* 471.61 472.08 MH 14 Pipe 43 16.37 24.00 479.92* 480.53* 472.08 472.62 WYE 2 Pipe 44 16.37 24.00 480.55* 481.82* 472.70 477.34 MH 15 Pipe 45 5.29 18.00 481.84* 482.20* 477.84 478.53 MH 16 Pipe 46 5.29 18.00 482.20* 482.87* 478.61 479.84 MH 17 Pipe 48 5.29 18.00 482.88* 483.57* 479.92 481.22 MH 18 Pipe 5 63.72 60.00 477.63* 477.67* 464.47 464.84 MH 1 Pipe 6 63.72 60.00 477.71* 477.86* 464.84 466.01 BEND 3 Pipe 7 36.17 60.00 478.36* 478.40* 466.13 467.04 MH 2 Pipe 12 36.17 42.00 478.41* 478.42* 468.54 468.90 MH 3 Pipe 13 36.17 42.00 478.47* 478.48* 468.90 469.11 BEND 8 Pipe 49 27.57 24.00 478.28* 480.81* 467.30 476.23 WYE 1 Pipe 50 13.78 18.00 480.84* 481.32* 476.48 477.95 WYE 5 Pipe 51 13.78 18.00 481.32* 481.54* 477.95 478.35 BEND 17 Pipe 8 34.64 36.00 478.36* 478.42* 467.13 467.36 MH 2 Pipe 9 34.64 36.00 478.49* 478.52* 467.36 467.45 BEND 18 Pipe 55 14.11 24.00 481.84* 482.05* 477.40 477.60 MH 16 Pipe 52 13.78 18.00 480.84* 481.92* 476.48 478.33 WYE 5 Pipe 10 17.32 18.00 478.52* 479.98* 468.20 469.61 MH 4 1pe 11 17.32 18.00 478.52* 479.98* 468.20 469.61 MH 4 lWipe 18 9.65 24.00 478.57* 478.59* 470.61 471.14 MH 5 Pipe 19 9.65 24.00 478.75* 478.85* 471.14 471.59 BEND 21 Pipe 20 9.38 24.00 478.57* 478.61* 470.61 471.88 MH 5 Pipe 21 9.38 24.00 478.70* 478.75* 471.88 472.16 BEND 20 Pipe 14 20.22 30.00 478.57* 479.18* 470.11 475.92 MH 5 Pipe 15 3.51 18.00 479.41* 479.44* 476.99 477.13 MH 6 Pipe 16 3.51 18.00 479.47* 479.47* 477.13 477.16 BEND 9 Pipe 17 3.51 18.00 479.49* 479.50* 477.16 477.17 BEND 10 Pipe 22 15.59 24.00 479.41* 479.47* 476.42 476.56 MH 6 Pipe 23 15.59 24.00 479.55* 480.89* 476.56 477.90 BEND 11 Pipe 24 15.59 24.00 480.90* 482.30* 477.98 479.38 MH 7 Pipe 25 15.59 24.00 482.31* 483.33* 479.46 480.46 MH 8 Pipe 26 7.49 18.00 483.38* 483.50* 480.96 481.13 MH 9 Pipe 27 2.97 18.00 483.71* 483.83* 481.13 482.16 WYE 4 Pipe, 28 2.97 18.00 483.93* 483.92 482.16 483.21 BEND 12 Pipe 29 2.97 18.00 483.92 486.67 483.21 485.90 MH 10 Pipe 30 5.61 18.00 483.71* 483.79* 481.13 481.21 WYE 4 Pipe 31 8.10 24.00 483.38* 483.42* 480.52 481.28 MH 9 Pipe 32 8.10 24.00 483.54* 483.70 481.28 482.06 BEND 13 Pipe 33 8.10 24.00 483.72 483.93 482.06 482.85 MH 11 Pipe 34 8.10 24.00 484.04 484.04 482.85 482.97 BEND 14 Pipe 35 8.10 24.00 484.06 485.34 482.97 484.32 MH 12 Pipe 36 8.10 24.00 485.35 485.43 484.32 484.40 MH 13 Pipe 70 8.10 24.00 485.54 485.64 484.40 484.61 BEND 15 Pipe 37 0.00 18.00 484.61 484.72 484.61 484.72 WYE5 Pipe 38 0.00 18.00 484.72 484.93 484.72 484.93 BEND 16 Pipe 60 -1 9.45 24.00 482.82* 483.34* 477.80 478.69 CB 7 Pipe 60 -2 9.45 18.00 483.36* 485.65* 479.19 480.04 MH 41 Pipe 60 -3 6.32 18.00 485.67* 486.57* 480.24 480.99 MH42 Pipe 60 -4 6.32 18.00 486.58* 487.50* 481.19 481.95 MH43 Pipe 60 -5 3.15 18.00 487.51* 487.73* 482.15 482.92 MH44 Pipe 60 -6 3.15 18.00 487.74* 487.97* 483.12 483.90 MH 45 Pipe 60 -7 3.13 18.00 485.67* 485.68* 480.24 480.27 MH42 ipe 60 -8 3.17 18.00 487.51* 487.52* 482.15 482.18 MH44 ipe 71 8.10 18.00 485.72 485.98 484.61 484.73 WYE5 Pipe 72 8.10 18.00 486.09 486.54 484.73 485.16 BEND 25 Pipe 73 8.10 18.00 486.66 486.93 485.16 485.43 BEND 26 Pipe 74 8.10 18.00 487.04* 487.49* 485.43 485.81 BEND 27 Pipe 75 8.10 18.00 487.51* 489.16* 485.89 487.29 MH 46 Pipe 76 8.10 18.00 489.28* 489.51* 487.29 487.38 BEND 28 Date: 12 -07 -05 Time: 09:27:25 Page: 1 User Name: mceledon Project: 1721 STORM DRAIN ALIGN AND ANNO Network: 02 - LINE 103 Storm Sewers ---------------------------------------------------------- Detail Report ---------------------------------------------------------- PIPE DESCRIPTION: Pipe 2 • -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 277.6540 ft Plan Length = 277.6508 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 181.53 cfs Invert Elevation Downstream = 462.58 ft Invert Elevation Upstream = 463.93 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 475.10 ft Rim Elevation Upstream = 484.00 ft Natural Ground Slope = 3.21% Crown Elevation Downstream = 467.58 ft Crown Elevation Upstream = 468.93 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 = 106.99 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 12.78 min Total Intensity = 7.78 in /hr • Total Rational Flow = 0.00 cfs Total Flow = 106.99 cfs Uniform Capacity = 181.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.50 ft HGL Elevation Upstream = 476.97 ft HGL Slope = 0.17 %* EGL Elevation Downstream = 476.96 ft EGL Elevation Upstream = 477.43 ft EGL Slope = 0.17 %r Critical Depth = 35.3922 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 5.45 'ft /s Velocity Upstream = 5.45 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Date: 12 -07 -05 Time: 09:27:25 Page: 1 Kj (JLC) = NA Calculated Junction Loss = 0.102 ft ---- INLE'l-INFORMATION---- Downstream Inlet = Outfall 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % 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 = 64.5580 ft Plan Length • = 64.5572 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 183.28 cfs Invert Elevation Downstream = 463.93 ft Invert Elevation Upstream = 464.25 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 484.00 ft Rim Elevation Upstream = 483.98 ft Natural Ground Slope = -0.04% Crown Elevation Downstream = 468.93 ft Crown Elevation Upstream = 469.25 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 = 106.99 cfs • • 1r� u • Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration w ...= 12.58 min Total Intensity = 7.82 in /hr Total Rational Flow = 0.00 cfs Total Flow = 106.99 cfs Uniform Capacity = 183.28 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 ft HGL Elevation Downstream = 477.07 ft HGL Elevation Upstream = 477.18 ft HGL Slope = 0.17 % EGL Elevation Downstream = 477.53 ft EGL Elevation Upstream = 477.64 ft EGL Slope = 0.17 % Critical Depth = 35.3922 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 5.45 ft /s Velocity Upstream = 5.45 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.102 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 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--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 15.5127 ft Plan Length = 20.3376 ft Pipe Type = Circular Pipe Dimensions • = 60.00 in Pipe manning's "n" = 0.013 Pipe Capacity at Invert Slope = 174.87 cfs Invert Elevation Downstream = 464.25 ft Invert Elevation Upstream = 464.32 ft Invert Slope = 0.45% Invert Slope (Plan Length) = 0.34% Rim Elevation Downstream = 483.98 ft Rim Elevation Upstream = 484.04 ft Natural Ground Slope = 0.39% Crown Elevation Downstream = 469.25 ft Crown Elevation Upstream = 469.32 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 = 106.99 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 12.52 min Total Intensity = 7.84 in /hr Total Rational Flow = 0.00 cfs Total Flow = 106.99 cfs Uniform Capacity = 174.87 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.28 ft HGL Elevation Upstream = 477.31 ft HGL Slope = 0.17 % EGL Elevation Downstream = 477.74 ft EGL Elevation Upstream • = 477.77 ft EGL Slope = 0.17 % Critical Depth = 35.3922 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 5.45 ft /s Velocity Upstream = 5.45 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (,TLC) = NA Calculated Junction Loss = 0.321 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 is C] • L 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 39 - - -- 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 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 = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0•.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % * % 0.00 % = 100 Year = Tutorial = Pipe 39 = Pipe 4 = HDPE = 26.9608 ft = 30.3067 ft = Circular = 36.00 in = 0.013 = 148.08 cfs = 465.47 ft = 466.80 ft = 4.94% = 4.39% = 484.04 ft = 484.40 ft = 1.37% = 468.47 ft = 469.80 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 43.93 cfs = 0.00 cfs = 0.00 ac = 0.000 = 12.00 min = 7.96 in /hr = 0.00 cfs = 43.93 cfs = 148.08 cfs = 0.00 cfs = 0.00 gpd CJ - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.63 ft HGL Elevation Upstream = 477.75 ft HGL Slopee = 0.43 % EGL Elevation Downstream = 478.23 ft EGL Elevation Upstream = 478.35 ft • EGL Slope Critical Depth = 0.43 % = 25.9164 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 6.22 ft /s Velocity Upstream = 6.22 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft "2 Area Upstream = 7.07 ft^2 Kj (JLC) = NA Calculated Junction LOSS = 0.538 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft • Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slct Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 57 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 57 Downstream Pipe = Pipe 39 Pipe Material = HDPE Pipe Length = 8.2702 ft Plan Length = 8.2605 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 146.62 cfs Invert Elevation Downstream = 466.80 ft CJ • Invert Elevation Upstream = 467.20 ft Invert Slope = 4.84% Invert Slope (Plan Length) = 4.84% Rim Elevation Downstream - = 484.40 ft Rim Elevation Upstream = 484.79 ft Natural Ground Slope = 4.66% • Crown Elevation Downstream Crown Elevation Upstream = 469.80 ft = 470.20 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 = 16.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 11.94 min Total Intensity = 7.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 146.62 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.28 ft HGL Elevation Upstream = 478.29 ft HGL Slope = 0.06 % EGL Elevation Downstream = 478.37 ft EGL Elevation Upstream = 478.37 ft EGL Slope = 0.06 % Critical Depth = 15.5124 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 2.32 ft /s Velocity Upstream = 2.32 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft "2 Area Upstream = 7.07 ft "2 • Kj (JLC) = NA Calculated Junction Loss = 0.130 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 • r� �J • I Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 40 Inlet Hydrograph Flow - - -- RAINFALL INFORMATION--- - cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - in Current Pipe = Pipe 40 Downstream Pipe = Pipe 57 Pipe Material = HDPE Pipe Length = 46.7432 ft Plan Length = 46.6890 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 49.61 cfs Invert Elevation Downstream = 468.20 ft Invert Elevation Upstream = 470.45 ft Invert Slope = 4.82% Invert Slope (Plan Length) = 4.82% Rim Elevation Downstream = 484.79 ft Rim Elevation Upstream = 484.32 ft Natural Ground Slope = -1.00% Crown Elevation Downstream = 470.20 ft Crown Elevation Upstream = 472.45 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 = 16.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 11.79 min Total Intensity = 8.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 49.61 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.42 ft HGL Elevation Upstream = 478.66 ft HGL Slope = 0.52 % EGL Elevation Downstream = 478.84 ft EGL Elevation Upstream = 479.08 ft EGL Slope = 0.52 % Critical Depth = 17.5056 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.21 ft /s • • • Velocity Upstream = 5.21 ft /s Uniform Velocity Downstream = 0.00 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 = 0.147 ft - -- -INLET INFORMATION--- - Downstream Inlet = REDUCER 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 41 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 41 Downstream Pipe = Pipe 40 Pipe Material = HDPE Pipe Length = 97.2103 ft Plan Length = 99.2043 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 23.83 cfs Invert Elevation Downstream = 470.45 ft Invert Elevation Upstream = 471.53 ft Invert Slope = 1.11% Invert Slope (Plan Length) = 1.09% Rim Elevation Downstream = 484.32 ft Rim Elevation Upstream = 485.71 ft Natural Ground Slope = 1.43% Crown Elevation Downstream = 472.45 ft Crown Elevation Upstream = 473.53 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac • • lI ,, �.I 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 = 16.37 cfs Inlet Hydrograph Flow. = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 5.21 ft /s Total Time of Concentration = 11.47 min Total Intensity = 8.09 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 23.83 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.81 ft HGL Elevation Upstream = 479.32 ft HGL Slope = 0.52 % EGL Elevation Downstream = 479.23 ft EGL Elevation Upstream = 479.74 ft EGL Slope = 0.52 % Critical Depth = 17.5056 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.21 ft /s Velocity Upstream = 5.21 ft /s Uniform Velocity Downstream = 0.00 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 = 0.021 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % • PIPE DESCRIPTION: Pipe 42 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File _ Tutorial --- -PIPE INFORMATION--- - Current Pipe = Pipe 42 Downstream Pipe = Pipe 41 Pipe Material = HDPE Pipe Length = 87.9740 ft Plan Length = 90.0430 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.53 cfs Invert Elevation Downstream = 471.61 ft Invert Elevation Upstream = 472.08 ft Invert Slope = 0.53% Invert Slope (Plan Length) = 0.52% Rim Elevation Downstream = 485.71 ft Rim Elevation Upstream = 485.70 ft Natural Ground Slope = -0.01% Crown Elevation Downstream = 473.61 ft Crown Elevation Upstream = 474.08 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 = 16.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 11.19 min Total Intensity = 8.17 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 16.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.34 ft HGL Elevation Upstream = 479.80 ft HGL Slope = 0.52 % EGL Elevation Downstream = 479.76 ft EGL Elevation Upstream = 480.22 ft EGL Slope = 0.52 % Critical Depth = 17.5056 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.21 ft /s Velocity Upstream = 5.21 ft /s Uniform Velocity Downstream = 0.00 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 = 0.123 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 14 Inlet Description = <None> • • / 1 J Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Manni_ngs.n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 43 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 43 Downstream Pipe = Pipe 42 Pipe Material = HDPE Pipe Length = 116.4558 ft Plan Length = 118.4545 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.40 cfs Invert Elevation Downstream = 472.08 ft Invert Elevation Upstream = 472.62 ft Invert Slope = 0.46% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 485.70 ft Rim Elevation Upstream = 487.03 ft Natural Ground Slope = 1.14% Crown Elevation Downstream = 474.08 ft Crown Elevation Upstream = 474.62 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 = 16.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 10.81 min Total Intensity = 8.27 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 15.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream = 479.92 ft HGL Elevation Upstream • = 480.53 ft HGL Slope = 0.52 % EGL Elevation Downstream = 480.35 ft EGL Elevation Upstream = 480.96 ft EGL Slope = 0.52 % Critical Depth = 17.5056 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.21 ft /s Velocity Upstream = 5.21 ft /s Uniform Velocity Downstream = 0.00 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 = 0.020 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 44 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 44 Downstream Pipe = Pipe 43 Pipe Material = HDPE Pipe Length = 242.6221 ft Plan Length = 246.6141 ft • �I �J Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Inlet Time Pipe Capacity at Invert Slope = 31.27 cfs Invert Elevation Downstream = 472.70 ft Invert Elevation Upstream = 477.34 ft Invert Slope = 1.91% = 0.00 ac Invert Slope (Plan Length) = 1.88% Total Time of Concentration Rim Elevation Downstream = 487.03 ft Rim Elevation Upstream = 487.19 ft Natural Ground Slope = 0.07% = 31.27 cfs Crown Elevation Downstream = 474.70 ft Crown Elevation Upstream = 479.34 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 = 16.37 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 10.02 min Total Intensity = 8.48 in /hr Total Rational Flow = 0.00 cfs Total Flow = 16.37 cfs Uniform Capacity = 31.27 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.55 ft HGL Elevation Upstream = 481.82 ft HGL Slope = 0.52 % EGL Elevation Downstream = 480.98 ft EGL Elevation Upstream = 482.25 ft EGL Slope = 0.52 % Critical Depth = 17.5056 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.21 ft /s Velocity Upstream = 5.21 ft /s Uniform Velocity Downstream = 0.00 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 = 0.020 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 15 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 45 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 45 Downstream Pipe = Pipe 44 Pipe Material = RCP Pipe Length = 139.1509 ft Plan Length = 143.2616 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 7.39 cfs Invert Elevation Downstream = 477.84 ft Invert Elevation Upstream = 478.53 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 487.19 ft Rim Elevation Upstream = 487.29 ft Natural Ground Slope = 0.07% Crown Elevation Downstream = 479.34 ft Crown Elevation Upstream = 480.03 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 = 5.29 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.96 min Total Intensity = 11.23 in /hr Total Rational Flow = 0.00 cfs Total Flow = 5.29 cfs Uniform Capacity = 7.39 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.84 ft HGL Elevation Upstream = 482.20 ft HGL Slope = 0.25 % EGL Elevation Downstream = 481.98 ft EGL Elevation Upstream = 482.34 ft .7 • is EGL Slope Critical Depth Depth Downstream Depth-Up-stream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (J:,C) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Compu-ation Case 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 46 - - -- 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 Inver:. Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope = 0.25 % = 10.6380 in = 18.0000 in = 18.0000 in = 3.00 ft /s = 3.00 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft"2 = 1.77 ft^2 = NA = 0.007 ft = MH 16 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 = 100 Year = Tutorial = Pipe 46 = Pipe 45 = RCP = 261.5899 ft = 265.6768 ft = Circular = 18.00 in = 0.013 = 7.20 cfs = 478.61 ft = 479.84 ft = 0.47% = 0.46% = 487.29 ft = 486.45 ft _ -0.32% - - -- 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 480.11 ft = 481.34 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 5.29 cfs = 0.00 cfs = 0.00 ac = 0.000 = 1.48 min = 12.09 in /hr = 0.00 cfs = 5.29 cfs = 7.20 cfs = 0.00 cfs = 0.00 gpd = 482.20 ft = 482.87 ft = 0.25 % = 482.34 ft = 483.01 ft = 0.25 % = 10.6380 in = 18.0000 in = 18.0000 in = 3.00 ft /s = 3.00 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft^2 = NA = 0.007 ft = MH 17 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 480.11 ft = 481.34 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 5.29 cfs = 0.00 cfs = 0.00 ac = 0.000 = 1.48 min = 12.09 in /hr = 0.00 cfs = 5.29 cfs = 7.20 cfs = 0.00 cfs = 0.00 gpd = 482.20 ft = 482.87 ft = 0.25 % = 482.34 ft = 483.01 ft = 0.25 % = 10.6380 in = 18.0000 in = 18.0000 in = 3.00 ft /s = 3.00 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft^2 = NA = 0.007 ft = MH 17 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s • • Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 48 Inlet Time - - -- RAINFALL INFORMATION--- - min Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - cfs Current Pipe = Pipe 48 Downstream Pipe = Pipe 46 Pipe Material = RCP Pipe Length = 262.0390 ft Plan Length = 265.5364 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.40 cfs Invert Elevation Downstream = 479.92 ft Invert Elevation Upstream = 481.22 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 486.45 ft Rim Elevation Upstream = 485.32 ft Natural Ground Slope = -0.43% Crown Elevation Downstream = 481.42 ft Crown Elevation Upstream = 482.72 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 = 5.29 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft^2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 5.29 cfs Uniform Capacity = 7.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.88 ft HGL Elevation Upstream = 483.57 ft HGL Slope = 0.26 % EGL Elevation Downstream = 483.02 ft EGL Elevation Upstream = 483.71 ft EGL Slope = 0.26 % Critical Depth = 10.6380 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.00 ft /s Velocity Upstream = 3.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA 0 • • Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 5 - - -- 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 Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow = 0.175 ft MH 18 <None> = Undefined Sag 0.00 ft /ft = 0.000 0.00 ft /ft 0.00 ft /ft 0.0000 in = 0.0000 ft = 0.0000 ft 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 = 100 Year = Tutorial = Pipe 5 = Pipe 4 = HDPE = 77.5882 ft = 81.0624 ft = Circular = 60.00 in = 0.013 = 179.77 cfs = 464.47 ft = 464.84 ft = 0.48% = 0.46% = 484.04 ft = 483.13 ft -1.17% 469.47 ft 469.84 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 63.72 cfs = 0.00 cfs • s • Total Area = 0.00 ac Weighted Coefficient = 0.000 = 477.67 ft Total Time of Concentration = 12.10 min Total. Intensity = 7.94 in /hr Total Rational Flow = 0.00 cfs Total Flow = 63.72 cfs Uniform Capacity = 179.77 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.63 ft HGL Elevation Upstream = 477.67 ft HGL Slope = 0.06 % EGL Elevation Downstream = 477.79 ft EGL Elevation Upstream = 477.84 ft EGL Slope = 0.06 % Critical Depth = 26.9862 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 3.25 ft /s Velocity Upstream = 3.25 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.039 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 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 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope = Pipe 6 = Pipe 5 = HDPE = 251.636'1 ft = 254.6534 ft = Circular = 60.00 in = 0.013 = 177.51 cfs = 464.84 ft = 466.01 ft = 0.46% = 0.46% = 483.13 ft = 482.05 ft = -0.43% = 469.84 ft = 471.01 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 63.72 cfs = 0.00 cfs = 0.00 ac = 0.000 = 10.79 min = 8.27 in /hr = 0.00 cfs = 63.72 cfs = 177.51 cfs = 0.00 cfs = 0.00 gpd = 477.71 ft = 477.86 ft = 0.06 % = 477.88 ft = 478.03 ft = 0.06 % = 26.9862 in = 60.0000 in = 60.0000 in = 3.25 ft /s = 3.25 ft /s = 0.00 ft /s = 0.00 ft /s = 19.63 ft^2 = 19.63 ft^2 = NA = 0.500 ft = BEND 3 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft 0 Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 7 = 8.93 - - -- RAINFALL INFORMATION--- - min Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 198.5807 ft Plan Length = 205.9118 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 176.23 cfs Invert Elevation Downstream = 466.13 ft Invert Elevation Upstream = 467.04 ft Invert Slope = 0.46% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 482.05 ft Rim Elevation Upstream = 480.18 ft Natural Ground Slope = -0.94% Crown Elevation Downstream = 471.13 ft Crown Elevation Upstream = 472.04 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 = 36.17 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.93 min Total Intensity = 8.80 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.17 cfs Uniform Capacity = 176.23 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 12 - - -- 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 = 478.36 ft = 478.40 ft = 0.02 % = 478.42 ft = 478.46 ft = 0.02 % = 20.1024 in = 60.0000 in = 60.0000 in = 1.84 ft /s = 1.84 ft /s = 0.00 ft /s = 0.00 ft /s = 19.63 ft "2 = 19.63 ft'2 = NA = 0.003 ft = MH 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 $ = 100 Year = Tutorial = Pipe 12 = Pipe 7 = HDPE = 8.0304 ft = 11.6968 ft = Circular = 42.00 in = 0.013 = 212.93 cfs = 468.54 ft = 468.90 ft • • Invert Slope = 4.49% Invert Slope (Plan Length) = 3.08% Rim Elevation Downstream = 480.18 ft Rim.Flevation Upstream = 479.97 ft Natural Ground Slope = -2.66% Crown Elevation Downstream = 472.04 ft Crown Elevation Upstream = 472.40 ft - -- -FLOW INFORMATION--- - = 22.3986 in 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 = 36.17 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.88 min Total Intensity = 8.82 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.17 cfs Uniform Capacity = 212.93 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.41 ft HGL Elevation Upstream = 478.42 ft HGL Slope = 0.13 % EGL Elevation Downstream = 478.63 ft EGL Elevation Upstream = 478.64 ft EGL Slope = 0.13 % Critical Depth = 22.3986 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 3.76 ft /s Velocity Upstream = 3.76 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 9.62 ft'2 Area Upstream = 9.62 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.058 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 13 - - -- 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 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 = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000- ft = 0.00 ft /s _ * % 0.00 % = 100 Year = Tutorial = Pipe 13 = Pipe 12 = HDPE = 4.8449 ft = 7.1703 ft = Circular = 42.00 in = 0.013 = 209.37 cfs = 468.90 ft = 469.11 ft = 4.34% = 2.93% = 479.97 ft = 480.12 ft = 3.03% = 472.40 ft = 472.61 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 36.17 cfs = 0.00 cfs = 0.00 ac = 0.000 = 8.85 min = 8.83 in /hr = 0.00 cfs = 36.17 cfs = 209.37 cfs = 0.00 cfs = 0.00 gpd = 478.47 ft = 478.48 ft = 0.13 % = 478.69 ft = 478.70 ft = 0.13 % = 22.3986 in = 42.0000 in = 42.0000 in = 3.76 ft /s = 3.76 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 9.62 ft^2 Aria - -- Upstream = 9.62 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.088 ft - - - -INLET INFORMATION--- - Downstream Inlet = BEND 8 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carrycver 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 49 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - • Current Pipe = Pipe 49 Downstream Pipe = Pipe 39 Pipe Material = HDPE Pipe Length = 170.0088 ft Plan Length = 169.7741 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 51.83 cfs Invert Elevation Downstream = 467.30 ft Invert Elevation Upstream = 476.23 ft Invert Slope = 5.26% Invert Slope (Plan Length) = 5.26% Rim Elevation Downstream = 484.40 ft Rim Elevation Upstream = 483.16 ft Natural Ground Slope = -0.73% Crown Elevation Downstream = 469.30 ft Crown Elevation Upstream = 478.23 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 r • • Inle: Time = 0.00 min Inle= Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 27.57•,cfs Inlet. Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 24.0000 in Total Time of Concentration = 0.10 min Total Intensity = 13.04 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.57 cfs Uniform Capacity = 51.83 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.28 ft HGL Elevation Upstream = 480.81 ft HGL Slope = 1.49 % EGL Elevation Downstream = 479.48 ft EGL Elevation Upstream = 482.01 ft EGL Slope = 1.49 % Critical Depth = 21.8424 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 8.78 ft /s Velocity Upstream = 8.78 ft /s Uniform Velocity Downstream = 0.00 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 = 0.031 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000'ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 50 1r ®� u - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 50 • Downstream Pipe Pipe Material = Pipe 49 = HDPE Pipe Length = 28.0350 ft Plan Length = 27.9965 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 24.04 cfs Invert Elevation Downstream = 476.48 ft Invert Elevation Upstream = 477.95 ft Invert Slope = 5.25% Invert Slope (Plan Length) = 5.25% Rim Elevation Downstream = 483.16 ft Rim Elevation Upstream = 483.02 ft Natural Ground Slope = -0.50% Crown Elevation Downstream = 477.98 ft Crown Elevation Upstream = 479.45 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 = 13.78 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.02 min Total Intensity = 13.10 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.78 cfs Uniform Capacity = 24.04 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 480.84 ft HGL Elevation Upstream = 481.32 ft HGL Slope = 1.73 % EGL Elevation Downstream = 481.79 ft EGL Elevation Upstream = 482.27 ft EGI, Slope = 1.73 % Critical Depth = 16.5060 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 7.80 ft /s Velocity Upstream = 7.80 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft "2 Kj (JLC) = 0.03 Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 5 Inlet Description = <None> Inlet Type = Undefined 1r ®� u • • J 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 51 Crown Elevation Downstream - - -- RAINFALL INFORMATION--- - ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 51 ac Downstream Pipe = Pipe 50 Pipe Material = HDPE min Pipe Length = 7.6236 ft Plan Length = 9.1131 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 24.05 cfs Invert Elevation Downstream = 477.95 ft Invert Elevation Upstream = 478.35 ft Invert Slope = 5.25% cfs Invert Slope (Plan Length) = 4.39% cfs Rim Elevation Downstream = 483.02 ft Rim Elevation Upstream = 483.35 ft Natural Ground Slope = 4.38% Crown Elevation Downstream = 479.45 ft Crown Elevation Upstream = 479.85 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 = 13.78 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 = 13.78 cfs • Uniform Capacity = 24.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.32 ft HGL Elevation Upstream HGL Slope = 481.54 ,ft = 2.88 % EGL Elevation Downstream = 482.27 ft EGL Elevation Upstream = 482.49 ft EGL Slope = 2.88 % Critical Depth = 16.5060 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 7.80 ft /s Velocity Upstream = 7.80 ft /s Uniform Velocity Downstream = 0.00 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 = 0.093 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 17 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 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 6 Pipe Material = HDPE Pipe Length = 22.1709 ft Plan Length = 25.8637 ft Pipe Type = Circular • • Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 67.90 cfs Invert Elevation Downstream = 467.TT ft Invert Elevation Upstream = 467.36 ft Invert Slope = 1.04% cfs Invert Slope (Plan Length) = 0.89% cfs Rim Elevation Downstream = 482.05 ft Rim Elevation Upstream = 481.70 ft Natural Ground Slope = -1.59% = 7.07 ft^2 Crown Elevation Downstream = 470.13 ft Crown Elevation Upstream = 470.36 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 = 34.64 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 7.07 ft^2 Total Time of Concentration = 0.11 min Total Intensity = 13.04 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.64 cfs Uniform Capacity = 67.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.36 ft HGL Elevation Upstream = 478.42 ft HGL Slope = 0.27 % EGL Elevation Downstream = 478.74 ft EGL Elevation Upstream = 478.80 ft EGL Slope = 0.27 % Critical Depth = 22.9500 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.90 ft /s Velocity Upstream = 4.90 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft^2 Area Upstream = 7.07 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.068 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in • Pavement Spread = 0.0000 ft Total Spread = 0.0000 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 = HDPE Pipe Length = 9.1104 ft Plan Length = 11.3600 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 66.26 cfs Invert Elevation Downstream = 467.36 ft Invert Elevation Upstream = 467.45 ft Invert Slope = 0.99% Invert Slope (Plan Length) = 0.79% Rim Elevation Downstream = 481.70 ft Rim Elevation Upstream = 481.54 ft Natural Ground Slope = -1.68% Crown Elevation Downstream = 470.36 ft Crown Elevation Upstream = 470.45 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 = 34.64 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.07 min Total Intensity = 13.07 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.64 cfs Uniform Capacity = 66.26 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.49 ft HGL Elevation Upstream = 478.52 ft HGL Slope = 0.27 % EGL Elevation Downstream = 478.87 ft EGL Elevation Upstream = 478.89 ft EGL Slope = 0.27 % • • 1 i Critical Depth = 22.9500 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.90'-ft /s Velocity Upstream = 4.90 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft"2 Area Upstream = 7.07 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 18 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 55 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 55 Downstream Pipe = Pipe 44 Pipe Material = RCP Pipe Length = 53.8654 ft Plan Length = 60.7000 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.78 cfs Invert Elevation Downstream = 477.40 ft Invert Elevation Upstream = 477.60 ft Invert Slope = 0.37% Invert Slope (Plan Length) = 0.33% Rim Elevation Downstream = 487.19 ft Rim Elevation Upstream = 487.10 ft Natural Ground Slope = -0.17% Crown Elevation Downstream = 479.40 ft Crown Elevation Upstream = 479.60 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 = 14.11 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 9.79 min Total Intensity = 8.55 in /hr Total Rational Flow = 0.00 cfs Total Flow = 14.11 cfs Uniform Capacity = 13.78 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 481.84 ft HGL Elevation Upstream = 482.05 ft HGL Slope = 0.39 % EGL Elevation Downstream = 482.16 ft EGL Elevation Upstream = 482.37 ft EGL Slope = 0.39 % Critical Depth = 16.2408 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.49 ft /s Velocity Upstream = 4.49 ft /s Uniform Velocity Downstream = 0.00 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 = 0.769 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 16 Inle- 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % • 0 • Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 52 - - -- 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 'In" 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 0.00 % = 100 Year = Tutorial = Pipe 52 = Pipe 49 = HDPE = 46.7130 ft = 48.1763 ft = Circular = 18.00 in = 0.013 = 20.90 cfs = 476.48 ft = 478.33 ft = 3.96% = 3.84% = 483.16 ft = 483.33 ft = 0.37% = 477.98 ft = 479.83 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 13.78 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 13.78 cfs = 20.90 cfs = 0.00 cfs = 0.00 gpd = 480.84 ft = 481.92 ft = 2.32 % = 481.79 ft = 482.87 ft = 2.32 % = 16.5060 in = 18.0000 in = 18.0000 in = 7.80 ft /s = 7.80 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft'2 = 1.77 ft'2 = NA = 0.295 ft • 0 1r u - -- -INLET INFORMATION--- - Downstream Inlet = WYE 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % 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 = 28.1574 ft Plan Length = 40.7548 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 23.50 cfs Invert Elevation Downstream = 468.20 ft Invert Elevation Upstream = 469.61 ft Invert Slope = 5.01% Invert Slope (Plan Length) = 3.46% Rim Elevation Downstream = 481.54 ft Rim Elevation Upstream = 481.78 ft Natural Ground Slope = 0.84% Crown Elevation Downstream = 469.70 ft Crown Elevation Upstream = 471.11 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 = 17.32 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac • I[] • weighted Coefficient = 0.000 HGL Elevation Downstream Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0:00 cfs Total Flow = 17.32 cfs Uniform Capacity = 23.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.52 ft HGL Elevation Upstream = 479.98 ft HGL Slope = 5.20 % EGL Elevation Downstream = 480.01 ft EGL Elevation Upstream = 481.47 ft EGL Slope = 5.20 % Critical Depth = 17.3232 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 9.80 ft /s Velocity Upstream = 9.80 ft /s Uniform Velocity Downstream = 0.00 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 = 0.466 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 is is Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe ac s "n" C 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression = Pipe 9 = HDPE = 28.1101 ft = 40.7549 ft = Circular = 18.00 in = 0.013 = 23.52 cfs = 468.20 ft = 469.61 ft = 5.02% = 3.46% = 481.54 ft = 482.01 ft = 1.66% = 469.70 ft = 471.11 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 17.32 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 17.32 cfs = 23.52 cfs = 0.00 cfs 0.00 gpd = 478.52 ft = 479.98 ft = 5.20 % = 480.01 ft = 481.47 ft = 5.20 % = 17.3232 in = 18.0000 in = 18.0000 in = 9.80 ft /s = 9.80 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft^2 = 1.77 ft°2 = NA = 0.466 ft = MH 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in • • • Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0:0,u 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - = 0.06 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - in /hr Current Pipe = Pipe 18 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 10.6881 ft Plan Length = 12.6113 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 50.53 cfs Invert Elevation Downstream = 470.61 ft Invert Elevation Upstream = 471.14 ft Invert Slope = 5.00% Invert Slope (Plan Length) = 4.23% Rim Elevation Downstream = 480.12 ft Rim Elevation Upstream = 480.10 ft Natural Ground Slope = -0.14% Crown Elevation Downstream = 472.61 ft Crown Elevation Upstream = 473.14 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 = 9.65 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.06 min Total Intensity = 13.08 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.65 cfs Uniform Capacity = 50.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.57 ft • lI 11 u • HGL Elevation Upstream = 478.59 ft HGL Slope = 0.18 % EGL Elevation Downstream = 478.71 ft ..EGL Elevation Upstream = 478.73 ft EGL Slope = 0.18 % Critical Depth = 13.3296 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 3.07 ft /s Velocity Upstream = 3.07 ft /s Uniform Velocity Downstream = 0.00 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 = 0.162 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 19 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 19 Downstream Pipe = Pipe 18 P_pe Material = HDPE Pipe Length = 9.0112 ft Plan Length = 10.5000 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 50.53 cfs Invert Elevation Downstream = 471.14 ft Invert Elevation Upstream = 471.59 ft Invert Slope = 5.00% �J Invert Slope (Plan Length) = 4.29% Rim Elevation Downstream = 480.10 ft Rim Elevation Upstream = 479.39 ft Natural Ground Slope = -':89% Crown Elevation Downstream = 473.14 ft Crown Elevation Upstream = 473.59 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 = 9.65 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 = 9.65 cfs Uniform Capacity = 50.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.75 ft HGL Elevation Upstream = 478.85 ft HGL Slope = 1.13 % EGL Elevation Downstream = 478.90 ft EGL Elevation Upstream = 479.00 ft EGL Slope = 1.13 % Critical Depth = 13.3296 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 3.07 ft /s Velocity Upstream = 3.07 ft /s Uniform Velocity Downstream = 0.00 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 = 0.579 ft - -INLET INFORMATION--- - Downstream Inlet = BEND 21 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in �J 0 1r u 0 Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity"' = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 20 = O.M ac - - -- RAINFALL INFORMATION--- - = 0.000 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 cfs Current Pipe = Pipe 20 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 25.4613 ft Plan Length = 27.4605 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's 'n', = 0.013 Pipe Capacity at Invert Slope = 50.53 cfs Invert Elevation Downstream = 470.61 ft Invert Elevation Upstream = 471.88 ft Invert Slope = 5.00% Invert Slope (Plan Length) = 4.63% Rim Elevation Downstream = 480.12 ft Rim Elevation Upstream = 480.16 ft Natural Ground Slope = 0.17% Crown Elevation Downstream = 472.61 ft Crown Elevation Upstream = 473.88 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 = 9.38 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = O.M ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.04 min Total Intensity = 13.09 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.38 cfs Uniform Capacity = 50.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.57 ft HGL Elevation Upstream = 478.61 ft HGL Slope = 0.17 % EGL Elevation Downstream = 478.71 ft EGL Elevation Upstream = 478.75 ft EGL Slope = 0.17 % Critical Depth = 13.1328 in Depth Downstream = 24.0000 in Depth Upstream =-24.0000 in Velocity Downstream = 2.99 ft /s Velocity Upstream = 2.99 ft /s Unifcrm Velocity Downstream = 0.00 ft /s • Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft"2 • Kj (JLC) = NP. Calculated Junction Loss = 0.087 ft • - -- -INLET INFORMATION--- - Downstream Inlet = MH 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 21 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe = Pipe 21 ® Downstream Pipe = Pipe 20 Pipe Material = HDPE Pipe Length = 5.5069 ft Plan Length = 6.5000 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's n,, = 0.013 Pipe Capacity at Invert Slope = 50.53 cfs Invert Elevation Downstream = 471.88 ft Invert Elevation Upstream = 472.16 ft Invert Slope = 5.00% Invert Slope (Plan Length) = 4.23% Rim Elevation Downstream = 480.16 ft Rim Elevation Upstream = 479.08 ft Natural Ground Slope = - 19.58% Crown Elevation Downstream = 473.88 ft Crown Elevation Upstream = 474.16 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 = 9.38 cfs Inlet Hydrograph•Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 24.0000 in Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.38 cfs Uniform Capacity = 50.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.70 ft HGL Elevation Upstream = 478.75 ft HGL Slope = 0.95 % EGL Elevation Downstream = 478.84 ft EGL Elevation Upstream = 478.89 ft EGL Slope = 0.95 % Critical Depth = 13.1328 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 2.99 ft /s Velocity Upstream = 2.99 ft /s Uniform Velocity Downstream = 0.00 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 = 0.309 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 20 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 14 - - -- RAINFALL INFORMATION - - -- u Return Period = 100 Year Rainfall File = Tutorial s - -- -PIPE INFORMATION - - -- Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 • Pipe Material Pipe Length = . = 250 250.5991 ft Plan Length = 255.1544 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 62.43 cfs Invert Elevation Downstream = 470.11 ft Invert Elevation Upstream = 475.92 ft Invert Slope = 2.32% Invert Slope (Plan Length) = 2.28% Rim Elevation Downstream = 480.12 ft Rim Elevation Upstream = 481.53 ft Natural Ground Slope = 0.56% Crown Elevation Downstream = 472.61 ft Crown Elevation Upstream = 478.42 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 = 20.22 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 7.82 min Total Intensity = 9.16 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.22 cfs Uniform Capacity = 62.43 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.57 ft HGL Elevation Upstream = 479.18 ft HGL Slope = 0.24 % EGL Elevation Downstream = 478.83 ft EGL Elevation Upstream = 479.44 ft EGL Slope = 0.24 % Critical Depth = 18.3240 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 4.12 ft /s Velocity Upstream = 4.12 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.233 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 5 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag u C Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross - Slcpe = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 15 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 15 Downstream Pipe = Pipe 14 Pipe Material = HDPE Pipe Length = 31.4697 ft Plan Length = 33.5736 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.00 cfs Invert Elevation Downstream = 476.99 ft Inver= Elevation Upstream = 477.13 ft Inver- Slope = 0.44% Inver: Slope (Plan Length) = 0.42% Rim Elevation Downstream = 481.53 ft Rim Elevation Upstream = 481.66 ft Natural Ground Slope = 0.42% Crown Elevation Downstream = 478.49 ft Crown Elevation Upstream = 478.63 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 = 3.51 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.08 min Total Intensity = 13.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.51 cfs Uniform Capacity = 7.00 cfs r� �i - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 16 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File -- - -P =PE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions = 0.00 cfs = 0.00 gpd = 479.41 ft = 479.44 ft = 0.11 % = 479.47 ft = 479.51 ft = 0.11 % = 8.5806 in = 18.0000 in = 18.0000 in = 1.99 ft /s = 1.99 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft"2 = 1.77 ft ^2 = NA = 0.022 ft = MH 6 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft = 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 16 = Pipe 15 = HDPE = 5.6875 ft = 5.6874 ft = Circular = 18.00 in 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 r� �i - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 16 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File -- - -P =PE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions = 0.00 cfs = 0.00 gpd = 479.41 ft = 479.44 ft = 0.11 % = 479.47 ft = 479.51 ft = 0.11 % = 8.5806 in = 18.0000 in = 18.0000 in = 1.99 ft /s = 1.99 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft"2 = 1.77 ft ^2 = NA = 0.022 ft = MH 6 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft = 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 16 = Pipe 15 = HDPE = 5.6875 ft = 5.6874 ft = Circular = 18.00 in • r� �i 0 Pipe Manning's "n" = 0.013 HGL Elevation Downstream Pipe Capacity at Invert Slope = 7.63 cfs Invert Elevation Downstream = 477.13 ft Invert Elevation-Upstream = 477.16 ft Invert Slope = 0.53% = 0.00 Invert Slope (Plan Length) = 0.53% = 0.00 Rim Elevation Downstream = 481.66 ft Rim Elevation Upstream = 481.57 ft Natural Ground Slope = -1.58% = 0.00 Crown Elevation Downstream = 478.63 ft Crown Elevation Upstream = 478.66 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 = 3.51 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft ^2 Total Time of Concentration = 0.03 min Total Intensity = 13.09 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.51 cfs Uniform Capacity = 7.63 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.47 ft HGL Elevation Upstream = 479.47 ft HGL Slope = 0.11 % EGL Elevation Downstream = 479.53 ft EGL Elevation Upstream = 479.53 ft EGL Slope = 0.11 % Critical Depth = 8.5806 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Veloc -ty Downstream = 1.99 ft /s Velocity Upstream = 1.99 ft /s Uniform Velocity Downstream = 0.00 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 = 0.022 ft - -- -INLET INFORMATION--- - Downs=ream Inlet = BEND 9 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 =:--O..00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in • Pavement Spread Total Spread = 0.0000 ft = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 17 Downstream Pipe = Pipe 16 Pipe Material = HDPE Pipe Length = 3.0000 ft Plan Length = 4.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.06 cfs Invert Elevation Downstream = 477.16 ft Invert Elevation Upstream = 477.17 ft Invert Slope = 0.33% Invert Slope (Plan Length) = 0.25% Rim Elevation Downstream = 481.57 ft Rim Elevation Upstream = 480.64 ft Natural Ground Slope = - 31.00% Crown Elevation Downstream = 478.66 ft Crown Elevation Upstream = 478.67 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 = 3.51 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 = 3.51 cfs Uniform Capacity = 6.06 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.49 ft HGL Elevation Upstream = 479.50 ft HGL Slope = 0.27 % EGL Elevation Downstream = 479.56 ft EGL Elevation Upstream = 479.56 ft EGL Slope = 0.27 % Critical Depth = 8.5806 in • lr u ' 11 J • Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.99 ft /s Velocity Upstream = 1.99 ft /s Uniform Velocity Downstream = 0.00 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 = 0.077 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 10 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 22 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 22 Downstream Pipe = Pipe 14 Pipe Material = HDPE Pipe Length = 13.6394 ft Plan Length = 15.9833 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe 14anning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.91 cfs Inver= Elevation Downstream = 476.42 ft Invert Elevation Upstream = 476.56 ft Invert Slope = 1.03% Invert Slope (Plan Length) = 0.88% Rim Elevation Downstream = 481.53 ft Rim Elevation Upstream = 481.51 ft Natural Ground Slope = -0.14% Crown Elevation Downstream = 478.42 ft Crown Elevation Upstream = 478.56 ft • - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient .=-O-;.000. Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs • Inlet Input Flow = 15.59 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 7.76 min Total Intensity = 9.18 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.59 cfs Uniform Capacity = 22.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 479.41 ft HGL Elevation Upstream = 479.47 ft HGL Slope = 0.47 % EGL Elevation Downstream = 479.79 ft EGL Elevation Upstream = 479.86 ft EGL Slope = 0.47 % Critical Depth = 17.0832 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.96 ft /s Velocity Upstream = 4.96 ft /s Uniform Velocity Downstream = 0.00 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 = 0.077 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 6 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft/8 Curb Efficiency = Grate Efficiency = * $ • • J Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 23 - - -- 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 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 _ *% 0.00 = 100 Year = Tutorial = Pipe 23 = Pipe 22 = HDPE = 281.2974 ft = 283.2942 ft = Circular = 24.00 in = 0.013 = 15.61 cfs = 476.56 ft = 477.90 ft = 0.48% = 0.47% = 481.51 ft = 483.18 ft = 0.59% = 478.56 ft = 479.90 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 15.59 cfs = 0.00 cfs = 0.00 ac = 0.000 = 6.81 min = 9.52 in /hr = 0.00 cfs = 15.59 cfs = 15.61 cfs = 0.00 cfs = 0.00 gpd = 479.55 ft = 480.89 ft = 0.47 % = 479.93 ft = 481.27 ft = 0.47 % = 17.0832 in = 24.0000 in = 24.0000 in = 4.96 ft /s = 4.96 ft /s = 0.00 ft /s = 0.00 ft /s = 3.14 ft "2 = 3.14 ft"2 = NA = 0.011 ft 0 • is - -- -INLET INFORMATION--- - Downstream Inlet = BEND 11 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carrycver 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 24 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 24 Downstream Pipe = Pipe 23 Pipe Material = HDPE Pipe Length = 296.0018 ft Plan Length = 300.0003 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.55 cfs Invert Elevation Downstream = 477.98 ft Invert Elevation Upstream = 479.38 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 483.18 ft Rim Elevation Upstream = 484.72 ft Natural Ground Slope = 0.52t Crown Elevation Downstream = 479.98 ft Crown Elevation Upstream = 481.38 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 = 15.59 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weigh -ed Coefficient = 0.000 • • • Total Time of Concentration = 5.80 min Total Intensity = 9.91 in /hr Total Rational Flow = 0.00 cfs Total Flow --- = 15.59 cfs Uniform Capacity = 15.55 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 480.90 ft HGL Elevation Upstream = 482.30 ft HGL Slope = 0.47 t EGL Elevation Downstream = 481.28 ft EGL Elevation Upstream = 482.69 ft EGL Slope = 0.47 t Critical Depth = 17.0832 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.96 ft /s Velocity Upstream = 4.96 ft /s Uniform Velocity Downstream = 0.00 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 = 0.011 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 7 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = •0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 25 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 25 Downstream Pipe = Pipe 24 • • • Pipe Material = HDPE Pipe Length = 214.8200 ft Plan Length = 218.8243 ft Pipe Type -Circular Pipe Dimensions = 24.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 15.43 cfs Invert Elevation Downstream = 479.46 ft Invert Elevation Upstream = 480.46 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 484.72 ft Rim Elevation Upstream = 485.79 ft Natural Ground Slope = 0.50% Crown Elevation Downstream = 481.46 ft Crown Elevation Upstream = 482.46 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 = 15.59 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft'2 Total Time of Concentration = 5.07 min Total Intensity = 10.21 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.59 cfs Uniform Capacity = 15.43 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.31 ft HGL Elevation Upstream = 483.33 ft HGL Slope = 0.47 % EGL Elevation Downstream = 482.70 ft EGL Elevation Upstream = 483.72 ft EGL Slope = 0.47 % Critical Depth = 17.0832 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.96 ft /s Velocity Upstream = 4.96 ft /s Uniform Velocity Downstream = 0.00 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 = 0.046 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 8 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 = 0.0000 in Gutter Width = 0.0000 ft • • • Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 26 = 0.00 - - -- RAINFALL INFORMATION--- - Total Flow Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Skipped flow Current Pipe = Pipe 26 Downstream Pipe = Pipe 25 Pipe Material = HDPE Pipe Length = 23.7443 ft Plan Length = 25.7482 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.88 cfs Invert Elevation Downstream = 480.96 ft Invert Elevation Upstream = 481.13 ft Invert Slope = 0.72% Invert Slope (Plan Length) = 0.66% Rim Elevation Downstream = 485.79 ft Rim Elevation Upstream = 486.03 ft Natural Ground Slope = 1.02% Crown Elevation Downstream = 482.46 ft Crown Elevation Upstream = 482.63 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 = 7.49 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.03 min Total Intensity = 11.19 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.49 cfs Uniform Capacity = 8.88 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.38 ft HGL Elevation Upstream = 483.50 ft • • r �i HGL Slope = 0.51 % EGL Elevation Downstream = 483.66 ft EGL Elevation Upstream = 483.78 ft EGL Slope - 0.51.• % Critical Depth = 12.7224 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.24 ft /s Velocity Upstream = 4.24 ft /s Uniform Velocity Downstream = 0.00 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 = 0.211 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 9 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 27 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 27 Downstream Pipe = Pipe 26 Pipe Material = HDPE Pipe Length = 152.6835 ft Plan Length = 152.6800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.62 cfs Invert Elevation Downstream = 481.13 ft Invert Elevation Upstream = 482.16 ft Invert Slope = 0.67% Invert Slope (Plan Length) = 0.67% • - - -- 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 486.03 ft = 486.77 ft = 0.48% = 482.63 ft = 483.66 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 2.97 cfs = 0.00 cfs = 0.00 ac = 0.000 = 1.51 min = 12.07 in /hr = 0.00 cfs = 2.97 cfs = 8.62 cfs = 0.00 cfs = 0.00 gpd = 483.71 ft = 483.83 ft = 0.08 % = 483.76 ft = 483.88 ft = 0.08 % = 7.8606 in = 18.0000 in = 18.0000 in = 1.68 ft /s = 1.68 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft^2 = 1.77 ft'2 = NA = 0.093 ft = WYE 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream • -- - -FLCW 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 486.03 ft = 486.77 ft = 0.48% = 482.63 ft = 483.66 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 2.97 cfs = 0.00 cfs = 0.00 ac = 0.000 = 1.51 min = 12.07 in /hr = 0.00 cfs = 2.97 cfs = 8.62 cfs = 0.00 cfs = 0.00 gpd = 483.71 ft = 483.83 ft = 0.08 % = 483.76 ft = 483.88 ft = 0.08 % = 7.8606 in = 18.0000 in = 18.0000 in = 1.68 ft /s = 1.68 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft^2 = 1.77 ft'2 = NA = 0.093 ft = WYE 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in 17-� • 1/ I1 u Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 0.000 Grate Efficiency Inlet Time Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 28 Inlet Rational Flow - - -- RAINFALL INFORMATION--- - cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - cfs Current Pipe = Pipe 28 Downstream Pipe = Pipe 27 Pipe Material = HDPE Pipe Length = 65.7784 ft Plan Length = 67.7700 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.27 cfs Invert Elevation Downstream = 482.16 ft Invert Elevation Upstream = 483.21 ft Invert Slope = 1.60% Invert Slope (Plan Length) = 1.55% Rim Elevation Downstream = 486.77 ft Rim Elevation Upstream = 487.20 ft Natural Ground Slope = 0.65% Crown Elevation Downstream = 483.66 ft Crown Elevation Upstream = 484.71 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 = 2.97 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.08 min Total Intensity = 12.35 in /hr Total Rational Flow = 0.00 cfs Total Flow = 2.97 cfs Uniform Capacity = 13.27 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.93 ft HGL Elevation Upstream = 483.92 ft HGL Slope = -0.00 % EGL Elevation Downstream = 483.97 ft EGL Elevation Upstream = 484.12 ft EGL Slope = 0.23 % Critical Depth = 7.8606 in Depth Downstream = 18.0000 in Depth Upstream = 8.5777 in Velocity Downstream = 1.68 ft /s Velocity Upstream = 3.57 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s • Area Downstream = 1.77 ft ^2 Area Upstream = 0.83 ft "2 Kj (JLC) = NA Calculated- Junction Loss = 0.000 ft - -- -INLET INFORMATION---- • Downstream Inlet Inlet Description = BEND 12 = <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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 29 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 29 Downstream Pipe = Pipe 28 • Pipe Material = HDPE Pipe Length = 241.9652 ft Plan Length = 245.9800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 11.07 cfs Invert Elevation Downstream = 483.21 ft Invert Elevation Upstream = 485.90 ft Invert Slope = 1.11% Invert Slope (Plan Length) = 1.09% Rim Elevation Downstream = 487.20 ft Rim Elevation Upstream = 491.40 ft Natural Ground Slope = 1.74% Crown Elevation Downstream = 484.71 ft Crown Elevation Upstream = 487.40 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr • • 1� u • 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 30 - - -- RAINFALL INFORMATION--- - Return Period = 0.00 cfs = 2.97 cfs = 0.00 cfs 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 2.97 cfs = 11.07 cfs = 0.00 cfs = 0.00 gpd = 483.92 ft = 486.67 ft = 1.13 % = 484.12 ft = 486.92 ft = 1.16 % = 7.8606 in = 8.5777 in = 7.8606 in = 3.57 ft /s = 4.00 ft /s = 0.00 ft /s = 0.00 ft /s = 0.83 ft^2 = 0.74 ft'2 = NA = 0.459 ft = MH 10 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s 0.00 = 100 Year • Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe. = Pipe 30 Downstream Pipe = Pipe 26 Pipe Material = HDPE • Pipe Length Plan Length = 17.6576 ft = 18.6574 ft Pipe Type = Circular Pipe' Dimensions = 18.00 in Pipe Manning's ',n" = 0.013 Pipe Capacity at Invert Slope = 7.07 cfs Invert Elevation Downstream = 481.13 ft Invert Elevation Upstream = 481.21 ft Invert Slope = 0.45% Invert Slope (Plan Length) = 0.43% Rim Elevation Downstream = 486.03 ft Rim Elevation Upstream = 486.04 ft Natural Ground Slope = 0.06% Crown Elevation Downstream = 482.63 ft Crown Elevation Upstream = 482.71 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 = 5.61 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 = 5.61 cfs Uniform Capacity = 7.07 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.71 ft HGL Elevation Upstream = 483.79 ft • HGL Slope = 0.46 % EGL Elevation Downstream = 483.87 ft EGL Elevation Upstream = 483.95 ft EGL Slope = 0.46 % Critical Depth = 10.9692 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.18 ft /s Velocity Upstream = 3.18 ft /s Uniform Velocity Downstream = 0.00 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 = 0.196 ft - -- -INLET INFORMATION--- - Downszream Inlet = WYE 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft • 1� i u 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 31 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Cimensions 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 = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft 0.0000 ft 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in = 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 31 = Pipe 25 = HDPE = 32.1316 ft = 34.6822 ft = Circular = 24.00 in = 0.013 = 34.85 cfs = 480.52 ft = 481.28 ft = 2.38% = 2.20% = 485.79 ft = 485.97 ft = 0.58% = 482.52 ft = 483.28 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 4.84 min = 10.31 in /hr = 0.00 cfs = 8.10 cfs = 34.85 cfs = 0.00 cfs • / 1 J Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.38 ft HGL Elevation Upstream = 483.42 ft HGL Slope = 0.13 % EGL Elevation Downstream = 483.48 ft EGL Elevation Upstream = 483.52 ft EGL Slope = 0.13 % Critical Depth = 12.1608 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 2.58 ft /s Velocity Upstream = 2.58 ft /s Uniform Velocity Downstream = 0.00 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 = 0.114 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 9 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 32 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 32 Downstream Pipe = Pipe 31 Pipe Material = HDPE Pipe Length = 156.2608 ft Plan Length = 158.2589 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 • • • 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 ---- I14LET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 15.99 cfs = 481.28 ft = 482.06 ft = 0.50% = 0.49% = 485.97 ft = 487.30 ft = 0.85% = 483.28 ft = 484.06 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 3.89 min = 10.75 in /hr = 0.00 cfs = 8.10 cfs = 15.99 cfs = 0.00 cfs = 0.00 gpd = 483.54 ft = 483.70 ft = 0.11 % = 483.64 ft = 483.84 ft = 0.13 % = 12.1608 in = 24.0000 in = 19.6699 in = 2.58 ft /s = 2.94 ft /s = 0.00 ft /s = 0.00 ft /s = 3.14 ft°2 = 2.76 ft^2 = NA = 0.016 ft = BEND 13 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs • Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at -Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft • Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 33 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 33 Downstream Pipe = Pipe 32 Pipe Material = HDPE Pipe Length = 157.5651 ft Plan Length = 159.5631 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 = 482.06 ft Invert Elevation Upstream = 482.85 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 487.30 ft Rim Elevation Upstream = 487.85 ft Natural Ground Slope = 0.34% Crown Elevation Downstream = 484.06 ft Crown Elevation Upstream = 484.85 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 = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.19 min Total Intensity = 11.11 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.72 ft HGL Elevation Upstream = 483.93 ft HGL Slope = 0.13 % EGL Elevation Downstream = 483.85 ft EGL Elevation Upstream = 484.27 ft EGL Slope = 0.27 % Critical Depth = 12.1608 in Depth Downstream = 19.8655 in • • • is Depth Upstream = 12.8800 in Velocity Downstream = 2.91 ft /s Velocity Upstream = 4.71 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 2.78 ft^2 Area Upstream = 1.72 ft^2 Kj (JLC) = NA Ponding Width Calculated Junction Loss = 0.114 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 11 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 34 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 34 Downstream Pipe = Pipe 33 Pipe Material = HDPE Pipe Length = 23.4859 ft Plan Length = 25.4856 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 = 482.85 ft Invert Elevation Upstream = 482.97 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 487.85 ft Rim Elevation Upstream = 488.00 ft Natural Ground Slope = 0.66% Crown Elevation Downstream = 484.85 ft Crown Elevation Upstream = 484.97 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 = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.94 ft^2 Total Time of Concentration = 3.09 min Total Intensity = 11.16 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 484.04 ft HGL Elevation Upstream = 484.04 ft HGL Slope = 0.01 % EGL Elevation Downstream = 484.31 ft EGL Elevation Upstream = 484.39 ft EGL Slope = 0.34 % Critical Depth = 12.1608 in Depth Downstream = 14.2480 in Depth Upstream = 12.8800 in Velocity Downstream = 4.17 ft /s Velocity Upstream = 4.71 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.94 ft^2 Area Upstream = 1.72 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.016 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 14 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * - - -- 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 - - -- 1r 1 u = 0.00 % = 100 Year = Tutorial = Pipe 35 = Pipe 34 = HDPE = 270.3932 ft = 274.7946 ft = Circular = 24.00 in = 0.013 = 16.00 cfs = 482.97 ft = 484.32 ft = 0.50% = 0.49% = 488.00 ft = 489.65 ft = 0.61% = 484.97 ft = 486.32 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 2.15 min = 11.68 in /hr = 0.00 cfs = 8.10 cfs = 16.00 cfs = 0.00 cfs = 0.00 gpd = 484.06 ft = 485.34 ft = 0.47 % = 484.39 ft = 485.74 ft = 0.50 % = 12.1608 in = 13.0756 in = 12.1608 in = 4.63 ft /s = 5.07 ft /s = 0.00 ft /s = 0.00 ft /s = 1.75 ft "2 = 1.60 ft "2 = NA = 0.016 ft Total Efficiency PIPE DESCRIPTION: Pipe 35 - - -- 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 'In" 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 - - -- 1r 1 u = 0.00 % = 100 Year = Tutorial = Pipe 35 = Pipe 34 = HDPE = 270.3932 ft = 274.7946 ft = Circular = 24.00 in = 0.013 = 16.00 cfs = 482.97 ft = 484.32 ft = 0.50% = 0.49% = 488.00 ft = 489.65 ft = 0.61% = 484.97 ft = 486.32 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 2.15 min = 11.68 in /hr = 0.00 cfs = 8.10 cfs = 16.00 cfs = 0.00 cfs = 0.00 gpd = 484.06 ft = 485.34 ft = 0.47 % = 484.39 ft = 485.74 ft = 0.50 % = 12.1608 in = 13.0756 in = 12.1608 in = 4.63 ft /s = 5.07 ft /s = 0.00 ft /s = 0.00 ft /s = 1.75 ft "2 = 1.60 ft "2 = NA = 0.016 ft • • • Downstream Inlet = MH 12 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 36 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 36 Downstream Pipe = Pipe 35 Pipe Material = HDPE Pipe Length = 14.1828 ft Plan Length = 16.5269 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.18 cfs Invert Elevation Downstream = 484.32 ft Invert Elevation Upstream = 484.40 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 489.65 ft Rim Elevation Upstream = 489.95 ft Natural Ground Slope = 2.07% Crown Elevation Downstream = 486.32 ft Crown Elevation Upstream = 486.40 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 = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.09 min • Total Intensity = 11.71 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity c ... = 16.18 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - • HGL Elevation Downstream = 485.35 ft HGL Elevation Upstream = 485.43 ft HGL Slope = 0.54 % EGL Elevation Downstream = 485.74 ft EGL Elevation Upstream = 485.81 ft EGL Slope = 0.51 % Critical Depth = 12.1608 in Depth Downstream = 12.3564 in Depth Upstream = 12.4007 in Velocity Downstream = 4.97 ft /s Velocity Upstream = 4.94 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.63 ft ^2 Area Upstream = 1.64 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.114 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 13 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 70 —-RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 70 Downstream Pipe = Pipe 36 Pipe Material = HDPE • • / 1 • Pipe Length = 42.7861 ft Plan Length = 42.7856 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.97 cfs Invert Elevation Downstream = 484.40 ft Invert Elevation Upstream = 484.61 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 489.95 ft Rim Elevation Upstream = 489.90 ft Natural Ground Slope = -0.11% Crown Elevation Downstream = 486.40 ft Crown Elevation Upstream = 486.61 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Elevation Downstream Inle- Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.86 ft^2 Total Time of Concentration = 1.94 min Total Intensity = 11.81 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 15.97 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 485.54 ft HGL Elevation Upstream = 485.64 ft HGL Slope = 0.23 % EGL Elevation Downstream = 485.84 ft EGL Elevation Upstream = 486.02 ft EGL Slope = 0.44 % Critical Depth = 12.1608 in Depth Downstream = 13.7687 in Depth Upstream = 12.4007 in Velocity Downstream = 4.34 ft /s Velocity Upstream = 4.94 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.86 ft^2 Area Upstream = 1.64 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.081 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 15 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft • • • 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 37 - - -- 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 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 = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s _ * % 0.00 % = 100 Year = Tutorial = Pipe 37 = Pipe 70 = HDPE = 22.2503 ft = 22.2500 ft = Circular = 18.00 in = 0.013 = 7.44 cfs = 484.61 ft = 484.72 ft = 0.50% = 0.50% = 489.90 ft = 489.95 ft = 0.22% = 486.11 ft = 486.22 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 7.44 cfs = 0.00 cfs = 0.00 gpd = 484.61 ft = 484.72 ft = 0.50 % • • EGL Elevation Downstream = 484.61 ft EGL Elevation Upstream = 484.72 ft EGL Slope = 0.50 % Criticcl.Depth = 0.0018 in Depth Downstream = 0.0000 in Depth Upstream = 0.0000 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 = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYES 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 38 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 38 Downstream Pipe = Pipe 37 Pipe Material = HDPE Pipe Length = 42.8840 ft Plan Length = 43.1335 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.40 cfs Invert Elevation Downstream = 484.72 ft Invert Elevation Upstream = 484.93 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 489.95 ft • Rim Elevation Upstream = 490.00 ft Natural Ground Slope = 0.12% Crown Elevation Downstream = 486.22 ft Crown Elevation Upstream = 486.43 ft - -- -FLOW INFORMATION---- • Catchment Area Runoff Coefficient = 0.00 ac = 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 = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 7.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 484.72 ft HGL Elevation Upstream = 484.93 ft HGL Slope = 0.50 % EGL Elevation Downstream = 484.72 ft EGL Elevation Upstream = 484.93 ft EGL Slope = 0.50 % Critical Depth = 0.0018 in Depth Downstream = 0.0000 in Depth Upstream = 0.0000 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 = 0.000 ft - -- -INLET INFORMATION--- - • Downstream Inlet = BEND 16 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft • • • • Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = Grate Efficiency = Slot Efficiency = Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 60 -1 = 0.00 - - -- RAINFALL INFORMATION--- - Inlet Rational Flow Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Inlet Hydrograph Flow Current Pipe = Pipe 60 -1 Downstream Pipe = Pipe 55 Pipe Material = RCP Pipe Length = 293.6003 ft Plan Length = 298.2600 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 12.45 cfs Invert Elevation Downstream = 477.80 ft Invert Elevation Upstream = 478.69 ft Invert Slope = 0.30% Invert Slope (Plan Length) = 0.30% Rim Elevation Downstream = 487.10 ft Rim Elevation Upstream = 487.75 ft Natural Ground Slope = 0.22% Crown Elevation Downstream = 479.80 ft Crown Elevation Upstream = 480.69 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 = 9.45 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 3.14 ft "2 Total Time of Concentration = 8.14 min Total Intensity = 9.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.45 cfs Uniform Capacity = 12.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 482.82 ft HGL Elevation Upstream = 483.34 ft HGL Slope = 0.17 % EGL Elevation Downstream = 482.96 ft EGL Elevation Upstream = 483.48 ft EGL Slope = 0.17 % Critical Depth = 13.1832 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 3.01 ft /s Velocity Upstream = 3.01 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft "2 • = 3.14 ft'2 = NA = 0.022 ft = CB 7 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s * % * % 0.00 % = 100 Year = Tutorial = Pipe 60 -2 = Pipe 60 -1 = RCP = 282.8012 ft = 286.8000 ft = Circular = 18.00 in = 0.013 = 5.76 cfs = 479.19 ft = 480.04 ft = 0.30% = 0.30% = 487.75 ft = 488.47 ft = 0.25% = 480.69 ft = 481.54 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description • Inlet Type Computation Case 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 60 -2 - - -- 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 Inlet Time Inlet ,Intensity Inlet Rational Flow • = 3.14 ft'2 = NA = 0.022 ft = CB 7 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s * % * % 0.00 % = 100 Year = Tutorial = Pipe 60 -2 = Pipe 60 -1 = RCP = 282.8012 ft = 286.8000 ft = Circular = 18.00 in = 0.013 = 5.76 cfs = 479.19 ft = 480.04 ft = 0.30% = 0.30% = 487.75 ft = 488.47 ft = 0.25% = 480.69 ft = 481.54 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs • • • Inlet Input Flow = 9.45 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weig. ")ted Coefficient = 0.000 Total Time of Concentration = 7.25 min Total Intensity = 9.36 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.45 cfs Uniform Capacity = 5.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 483.36 ft HGL Elevation Upstream = 485.65 ft HGL Slope = 0.81 % EGL Elevation Downstream = 483.80 ft EGL Elevation Upstream = 486.09 ft EGL Slope = 0.81 % Critical Depth = 14.2524 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.35 ft /s Velocity Upstream = 5.35 ft /s Uniform Velocity Downstream = 0.00 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 = 0.022 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 41 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 60 -3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 60 -3 Downstream Pipe = Pipe 60 -2 Pipe Material = RCP Pipe Length = 249.5011 ft Plan Length = 253.5000 ft Pipe Type • = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.76 cfs Invert Elevation Downstream = 480.24 ft Invert Elevation Upstream = 480.99 ft Invert Slope = 0.30% Invert Slope (Plan Length) = 0.30% Rim Elevation Downstream = 488.47 ft Rim Elevation Upstream = 489.18 ft Natural Ground Slope = 0.28% Crown Elevation Downstream = 481.74 ft Crown Elevation Upstream = 482.49 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 = 6.32 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 6.06 min Total Intensity = 9.80 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.32 cfs Uniform Capacity = 5.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 485.67 ft HGL Elevation Upstream = 486.57 ft HGL Slope = 0.36 % EGL Elevation Downstream • = 485.87 ft EGL Elevation Upstream = 486.77 ft EGL Slope = 0.36 % Critical Depth = 11.6622 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.57 ft /s Velocity Upstream = 3.57 ft /s Uniform Velocity Downstream = 0.00 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 = 0.010 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH42 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 • • • 1, I1 u Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Pondinc Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 60 -4 Skipped flow - - -- RAINFALL INFORMATION--- - cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 60 -4 Downstream Pipe = Pipe 60 -3 Pipe Material = RCP Pipe Length = 253.0011 ft Plan Length = 257.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.75 cfs Invert Elevation Downstream = 481.19 ft Invert Elevation Upstream = 481.95 ft Invert Slope = 0.30% Invert Slope (Plan Length) = 0.30% Rim Elevation Downstream = 489.18 ft Rim Elevation Upstream = 489.80 ft Natural Ground Slope = 0.25% Crown Elevation Downstream = 482.69 ft Crown Elevation Upstream = 483.45 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 = 6.32 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.87 min Total Intensity = 10.30 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.32 cfs Uniform Capacity = 5.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd • • - - -- 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 60 -5 - - -- 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 = 486.58 ft = 4'87.50 ft = 0.36 % = 486.78 ft = 487.70 ft = 0.36 W = 11.6622 in = 18.0000 in = 18.0000 in = 3.57 ft /s = 3.57 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft"2 = 1.77 ft "2 = NA = 0.010 ft = MH43 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 60 -5 = Pipe 60 -4 = RCP = 254.2212 ft = 258.2200 ft = Circular = 18.00 in = 0.013 = 5.78 cfs • • Invert Elevation Downstream = 482.15 ft Invert Elevation Upstream = 482.92 ft Invert Slope = 0.30% EGL Elevation Downstream Invert. Slope (Plan Length) = 0.30% min Rim Elevation Downstream = 489.80 ft Rim Elevation Upstream = 490.45 ft Natural Ground Slope = 0.26% cfs Crown Elevation Downstream = 483.65 ft Crown Elevation Upstream = 484.42 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 = 3.15 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft^2 Total Time of Concentration = 2.45 min Total Intensity = 11.51 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.15 cfs Uniform Capacity = 5.78 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 487.51 ft HGL Elevation Upstream = 487.73 ft HGL Slope = 0.09 % EGL Elevation Downstream = 487.56 ft EGL Elevation Upstream = 487.78 ft EGL Slope = 0.09 % Critical Depth = 8.1018 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.78 ft /s Velocity Upstream = 1.78 ft /s Uniform Velocity Downstream = 0.00 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 = 0.002 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH44 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 = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 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 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 60 -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 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 = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 "in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % 0.00 % = 100 Year = Tutorial = Pipe 60 -6 = Pipe 60 -5 = RCP = 257.9703 ft = 261.4700 ft = Circular = 18.00 in = 0.013 = 5.77 cfs = 483.12 ft = 483.90 ft = 0.30% = 0.30% = 490.45 ft = 491.10 ft = 0.25% = 484.62 ft = 485.40 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.15 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.15 cfs = 5.77 cfs = 0.00 cfs = 0.00 gpd = 487.74 ft = 487.97 ft = 0.09 % = 487.79 ft = 488.02 ft = 0.09 % = 8.1018 in = 18.0000 in = 18.0000 in • • • Velocity Downstream = 1.78 ft /s Velocity Upstream = 1.78 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA Gutter Width Calculated Junction Loss = 0.061 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 45 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = Grate Efficiency = Slot Efficiency = Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 60 -7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 60 -7 Downstream Pipe = Pipe 60 -2 Pipe Material = RCP Pipe Length = 7.4052 ft Plan Length = 11.3800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.68 cfs Invert Elevation Downstream = 480.24 ft Invert Elevation Upstream = 480.27 ft Invert Slope = 0.41% Inver= Slope (Plan Length) = 0.26% Rim Elevation Downstream = 488.47 ft Rim Elevation Upstream = 488.56 ft Natural Ground Slope = 1.22% Crown Elevation Downstream = 481.74 ft Crown Elevation Upstream = 481.77 ft - -- -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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 = 0.00 ac = 0.000 = 0.00 min = 0.00 in /'hr = 0.00 cfs = 3.13 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.13 cfs = 6.68 cfs = 0.00 cfs = 0.00 gpd = 485.67 ft = 485.68 ft = 0.13 % = 485.72 ft = 485.73 ft = 0.13 % = 8.0820 in = 18.0000 in = 18.0000 in = 1.77 ft /s = 1.77 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft'2 = 1.77 ft^2 = NA = 0.061 ft = MH42 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft = 0.0000 ft 0.00 ft /s * % = 0.00 % PIPE DESCRIPTION: Pipe 60 -8 - - -- RAINFALL INFORMATION---- Return Period = = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe • = Pipe 60 -8 Downstream Pipe = Pipe 60 -4 Pipe Material = RCP Pipe Length = 7.3952 ft Plan Length = 11.3700 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.69 cfs Invert Elevation Downstream = 482.15 ft Invert Elevation Upstream = 482.18 ft Invert Slope = 0.41% Invert Slope (Plan Length) = 0.26% Rim Elevation Downstream = 489.80 ft Rim Elevation Upstream = 489.83 ft Natural Ground Slope = 0.41% Crown Elevation Downstream = 483.65 ft Crown Elevation Upstream = 483.68 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 = 3.17 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 = 3.17 cfs Uniform Capacity = 6.69 cfs Skipped flow = 0.00 cfs • Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 487.51 ft HGL Elevation Upstream = 487.52 ft HGL Slope = 0.13 % EGL Elevation Downstream = 487.56 ft EGL Elevation Upstream = 487.57 ft EGL Slope = 0.13 % Critical Depth = 8.1342 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.79 ft /s Velocity Upstream = 1.79 ft /s Uniform Velocity Downstream = 0.00 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 = 0.062 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH44 • • • is 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 71 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 71 Downstream Pipe = Pipe 70 Pipe Material = HDPE Pipe Length = 23.6884 ft Plan Length = 23.6881 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.47 cfs Invert Elevation Downstream = 484.61 ft Invert Elevation Upstream = 484.73 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 489.90 ft Rim Elevation Upstream = 490.53 ft Natural Ground Slope = 2.66% Crown Elevation Downstream = 486.11 ft Crown Elevation Upstream = 486.23 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 = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.87 min Total Intensity = 11.85 in /hr • Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 7.47 cfs Sk•apped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 485.72 ft • HGL Elevation Upstream = 485.98 ft HGL Slope = 1.08 % EGL Elevation Downstream = 486.24 ft EGL Elevation Upstream = 486.39 ft EGL Slope = 0.65 % Critical Depth = 13.2318 in Depth Downstream = 13.3775 in Depth Upstream = 14.9986 in Velocity Downstream = 5.75 ft /s Velocity Upstream = 5.15 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.41 ft^2 Area Upstream = 1.57 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.114 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYES 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 9, 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 72 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 72 Downstream Pipe = Pipe 71 Pipe Material = HDPE Pipe Length = 86.0892 ft • • • • 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---- Downstream Inlet Inlet Description Inlet Type Compu -ation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency = 86.0881 ft = Circular = 18.00 in = 0.013 = 7.42 cfs = 484.73 ft = 485.16 ft = 0.50% = 0.50% = 490.53 ft = 491.74 ft 1.41% 486.23 ft 486.66 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 1.57 min = 12.04 in /hr = 0.00 cfs = 8.10 cfs = 7.42 cfs = 0.00 cfs 0.00 gpd = 486.09 ft = 486.54 ft = 0.52 % = 486.45 ft = 486.90 ft = 0.52 % = 13.2318 in = 16.3666 in = 16.6192 in = 4.80 ft /s = 4.75 ft /s = 0.00 ft /s = 0.00 ft /s = 1.69 ft "2 = 1.70 ft "2 = NA = 0.114 ft = BEND 25 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft • Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs _F_.ow. Intercepted by -Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs • Gutter Flow Depth at Curb = 0.00 cfs = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter velocity = 0.00 ft /s Curb Efficiency = " Grate Efficiency = ' Slot Efficiency = Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 73 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 73 Downstream Pipe = Pipe 72 Pipe Material = HDPE Pipe Length = 53.9698 ft Plan Length = 53.9691 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.43 cfs Invert Elevation Downstream = 485.16 ft Invert Elevation Upstream = 485.43 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 491.74 ft Rim Elevation Upstream = 492.16 ft Natural Ground Slope = 0.78% Crown Elevation Downstream = 486.66 ft Crown Elevation Upstream = 486.93 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 = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.37 min Total Intensity = 12.16 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 7.43 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 486.66 ft HGL Elevation Upstream = 486.93 ft HGL Slope = 0.50 W EGL Elevation Downstream = 486.99 ft • • EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Unifcrm Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 74 - - -- 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 = 487.25 ft = 0.50 % = 13.2318 in = 17.9892 in = 17.9703 in = 4.58 ft /s = 4.58 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft^2 = 1.77 ft^2 = NA = 0.114 ft = BEND 26 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft = 0.0000 ft 0.00 ft /s _ * % = 0.00 % = 100 Year = Tutorial = Pipe 74 = Pipe 73 = HDPE = 75.2692 ft = 77.2682 ft = Circular = 18.00 in = 0.013 = 7.46 cfs = 485.43 ft = 485.81 ft = 0.50% = 0.49% = 492.16 ft = 492.27 ft • Natural Ground Slope = 0.15% Crown Elevation Downstream = 486.93 ft Crown Elevation Upstream = 487.31 ft - -- -FLOW INFORMATION---- Catchment Area = 0.00 ac • Runoff Coefficient Inlet Time = 0.000 = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 8.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.09 min Total Intensity = 12.34 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.10 cfs Uniform Capacity = 7.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 487.04 ft HGL Elevation Upstream = 487.49 ft HGL Slope = 0.59 % EGL Elevation Downstream = 487.37 ft EGL Elevation Upstream = 487.82 ft EGL Slope = 0.59 % Critical Depth = 13.2318 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.58 ft /s Velocity Upstream = 4.58 ft /s Uniform Velocity Downstream = 0.00 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 = 0.016 ft - -- -INLET INFORMATION---- Downstream Inlet = BEND 27 • 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft • Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency • PIPE DESCRIPTION: Pipe -- RAINFALL INFORMATION-N- -- - 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 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 • = 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 75 = Pipe 74 = HDPE = 279.0698 ft = 281.0662 ft = Circular = 18.00 in = 0.013 = 7.44 cfs = 485.89 ft = 487.29 ft = 0.50% = 0.50% = 492.27 ft = 491.28 ft _ -0.35% = 487.39 ft = 488.79 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.10 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.07 min = 13.07 in /hr = 0.00 cfs = 8.10 cfs = 7.44 cfs = 0.00 cfs = 0.00 gpd = 487.51 ft = 489.16 ft = 0.59 % = 487.83 ft = 489.49 ft = 0.59 % = 13.2318 in = 18.0000 in = 18.0000 in = 4.58 ft /s = 4.58 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.114 ft - - -- INLET INFORMATION--- - Downstream Inlet = MH 46 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 76 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 76 Downstream Pipe = Pipe 75 Pipe Material = HDPE Pipe Length = 16.8850 ft Plan Length • = 18.3848 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 7.67 cfs Invert Elevation Downstream = 487.29 ft Invert Elevation Upstream = 487.38 ft Invert Slope = 0.53% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 491.28 ft Rim Elevation Upstream = 490.94 ft Natural Ground Slope = -2.01% Crown Elevation Downstream = 488.79 ft Crown Elevation Upstream = 488.88 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 = 8.10 cfs • • u 1 0 Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 EGL Elevation Downstream Total Time of Concentration = 0.00 -min = 489.84 ft Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total 7low = 8.10 cfs Uniform Capacity = 7.67 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 489.28 ft HGL Elevation Upstream = 489.51 ft HGL Slope = 1.38 % EGL Elevation Downstream = 489.60 ft EGL Elevation Upstream = 489.84 ft EGL Slope = 1.38 % Critical Depth = 13.2318 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.58 ft /s Velocity Upstream = 4.58 ft /s Uniform Velocity Downstream = 0.00 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 = 0.407 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 28 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * Total Efficiency = 0.00 % I I , I i I i I I \ \ PIPE 1 PIPE 8 PIPE 7 PIPE 5 PIPE 24 ' PIPE 3 j PIPE 27 PIPE 12 PIPE 11,, I t PIPE 18 _ _AFLEE" -LE"AY - - - - PIPE 14 __� -- PIPE 16 PIPE 17 } o _ PIPE 13 13 i PIPE 19 PIPE 15 lec W —PIPE 9 PIPE 26 PIPE 6 MERV GRIFFIN WA - - PIPE 2 PIPE 25 PIPE 4 PIPE 1 i4 iC ,a W i PIPE 20 PIPE 28 PIPE 21 �t� a PIPE 22 i i I I-- I I LINE 21.3 STORM DRAIN INDEX MAP MSA CoxsuLnwo, Ixc. Mr K=oa Sage a AssocuTm lN rummm ■ CFM &v�nao ■ LAM SMV 34700 Bm Hm DmB a 8mo Mfas G M • 7�wm 3209811 a FAx 9Zi LINE 213 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 09:54:39 0twork: 03 - LINE 213 Page: 1 Storm Sewers Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 78.97 42.00 461.80 462.26 452.00 452.70 Outfall Pipe 2 63.25 42.00 462.68* 462.74* 452.76 452.84 CB 1 Pipe 3 63.25 42.00 463.18* 463.24* 452.84 452.91 BEND 1 Pipe 4 47.53 42.00 463.27* 463.31* 452.91 452.98 TEE 1 Pipe 5 31.82 30.00 463.34* 464.03* 453.98 454.54 WYE 1 Pipe 6 31.82 30.00 464.06* 465.21* 454.62 455.55 MH 1 Pipe 7 25.73 30.00 465.83* 465.88* 455.55 455.65 WYE 2 Pipe 8 25.73 30.00 466.03* 466.29* 455.65 456.16 BEND 2 Pipe 9 25.73 30.00 466.44* 466.48* 456.16 456.44 BEND 3 Pipe 10 25.73 30.00 466.63* 467.29* 456.44 460.74 BEND 4 Pipe 11 25.73 30.00 467.31* 467.97* 460.82 461.63 MH 2 Pipe 12 25.73 30.00 468.12* 468.20* 461.63 461.74 BEND 5 Pipe 13 25.73 30.00 468.35* 468.39* 461.74 461.78 BEND 6 Pipe 14 4.54 18.00 468.79* 468.86* 462.78 462.93 CB 2 Pipe 15 4.54 18.00 468.87* 469.39* 463.01 464.32 MH 3 Pipe 16 4.54 18.00 469.39* 469.94* 464.40 465.80 MH 4 Pipe 17 4.54 18.00 469.95* 470.44* 465.88 467.12 MH 5 Pipe 18 4.54 18.00 470.48* 470.54* 467.12 467.29 BEND 7 Pipe 19 4.54 18.00 470.55* 472.46 467.37 471.64 MH 6 Pipe 20 4.02 18.00 472.40 472.45 471.72 471.77 MH 7 Pipe 21 4.02 18.00 472.84 472.83 471.77 471.86 BEND 8 Pipe 24 15.72 24.00 463.27* 464.04* 453.66 456.00 TEE 1 Pipe 25 15.72 24.00 463.34* 464.04* 453.73 455.73 WYE 1 Pipe 26 6.09 30.00 465.83* 465.83* 455.55 455.62 WYE 2 Pipe 28 0.52 18.00 472.46 472.47 471.72 471.84 MH 7 Pipe 29 0.52 18.00 472.47 472.47 471.84 471.87 BEND 10 Pipe 22 4.02 18.00 472.88 472.91 471.86 471.88 BEND 9 ipe 27 4.27 18.00 468.79* 468.86* 462.78 462.97 CB 2 is LINE 213 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 09:54:39 Work: 03 - LINE 213 Page: 1 Storm Sewers Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 78.97 42.00 461.80 462.26 452.00 452.70 Outfall Pipe 2 63.25 42.00 462.68* 462.74* 452.76 452.84 CB 1 Pipe 3 63.25 42.00 463.18* 463.24* 452.84 452.91 BEND 1 Pipe 4 47.53 42.00 463.27* 463.31* 452.91 452.98 TEE 1 Pipe 5 31.82 30.00 463.34* 464.03* 453.98 454.54 WYE 1 Pipe 6 31.82 30.00 464.06* 465.21* 454.62 455.55 MH 1 Pipe 7 25.73 30.00 465.83* 465.88* 455.55 455.65 WYE 2 Pipe 8 25.73 30.00 466.03* 466.29* 455.65 456.16 BEND 2 Pipe 9 25.73 30.00 466.44* 466.48* 456.16 456.44 BEND 3 Pipe 10 25.73 30.00 466.63* 467.29* 456.44 460.74 BEND 4 Pipe 11 25.73 30.00 467.31* 467.97* 460.82 461.63 MH 2 Pipe 12 25.73 30.00 468.12* 468.20* 461.63 461.74 BEND 5 Pipe 13 25.73 30.00 468.35* 468.39* 461.74 461.78 BEND 6 Pipe 14 4.54 18.00 468.79* 468.86* 462.78 462.93 CB 2 Pipe 15 4.54 18.00 468.87* 469.39* 463.01 464.32 MH 3 Pipe 16 4.54 18.00 469.39* 469.94* 464.40 465.80 MH 4 Pipe 17 4.54 18.00 469.95* 470.44* 465.88 467.12 MH 5 Pipe 18 4.54 18.00 470.48* 470.54* 467.12 467.29 BEND 7 Pipe 19 4.54 18.00 470.55* 472.46 467.37 471.64 MH 6 Pipe 20 4.02 18.00 472.40 472.45 471.72 471.77 MH 7 Pipe 21 4.02 18.00 472.84 472.83 471.77 471.86 BEND 8 Pipe 24 15.72 24.00 463.27* 464.04* 453.66 456.00 TEE 1 Pipe 25 15.72 24.00 463.34* 464.04* 453.73 455.73 WYE 1 Pipe 26 6.09 30.00 465.83* 465.83* 455.55 455.62 WYE 2 Pipe 28 0.52 18.00 472.46 472.47 471.72 471.84 MH 7 Pipe 29 0.52 18.00 472.47 472.47 471.84 471.87 BEND 10 22 4.02 18.00 472.88 472.91 471.86 471.88 BEND 9 �pe pe 27 4.27 18.00 468.79* 468.86* 462.78 462.97 CB 2 • Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 -- RAINFALL INFORMATION--- - laturn Period = 100 Year infall File = Tutorial - -- -PIPE INFORMATION--- - = 10.68 min Current Pipe = Pipe 1 ac Downstream Pipe = Outfall cfs Pipe Material = HDPE min Pipe Length = 73.9753 ft Plan Length = 75.4720 ft Pipe Type = Circular cfs Pipe Dimensions = 42.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 97.83 cfs = 9.62 ft^2 Invert Elevation Downstream = 452.00 ft Invert Elevation Upstream = 452.70 ft Invert Slope = 0.95% Invert Slope (Plan Length) = 0.93% Rim Elevation Downstream = 460.00 ft Rim Elevation Upstream = 466.45 ft Natural Ground Slope = 8.72% Crown Elevation Downstream = 455.50 ft Crown Elevation Upstream = 456.20 ft - -- -FLOW INFORMATION--- - = 10.68 min Catchment Area = 0.00 ac Runoff Coefficient = 0.500 cfs Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 78.97 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 9.62 ft^2 Time of Concentration = 10.68 min Ifotal otal Intensity = 8.30 in /hr Total Rational Flow = 0.00 cfs Total Flow = 78.97 cfs Uniform Capacity = 97.83 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 461.80 ft HGL Elevation Upstream = 462.26 ft HGL Slope = 0.62 % EGL Elevation Downstream = 462.85 ft EGL Elevation Upstream = 463.30 ft EGL Slope = 0.62 % Critical Depth = 33.3354 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 8.21 ft /s Velocity Upstream = 8.2L ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 11.32 ft /s Area Downstream = 9.62 ft^2 Area Upstream = 9.62 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.425 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Cross -Slope = 0.00 ft /ft *avement utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in ement Spread = 0.0000 ft Wtal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = ` % Grate Efficiency = * % Slot Efficiency = ' % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 = 0.50% - - -- RAINFALL INFORMATION--- - = 0.46% Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 15.9494 ft Plan Length = 17.4533 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 71.22 cfs Invert Elevation Downstream = 452.76 ft Invert Elevation Upstream = 452.84 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 466.45 ft Rim Elevation Upstream = 466.23 ft Natural Ground Slope = -1.38% Crown Elevation Downstream = 456.26 ft Crown Elevation Upstream = 456.34 ft -F LOW INFORMATION--- - HGL Elevation Downstream atchment Area Qun- = 0.00 ac off 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 = 63.25 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 = 9.62 ft "2 Total Time of Concentration = 10.63 min Total Intensity = 8.31 in /hr Total Rational Flow = 0.00 cfs Total Flow = 63.25 cfs Uniform Capacity = 71.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 462.68 ft HGL Elevation Upstream = 462.74 ft HGL Slope = 0.40 % EGL Elevation Downstream = 463.35 ft EGL Elevation Upstream = 463.42 ft EGL Slope = 0.40 % Critical Depth = 29.9208 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 6.57 ft /s Velocity Upstream = 6.57 ft /s Uniform Velocity Downstream = 8.37 ft /s Uniform Velocity Upstream = 8.37 ft /s Area Downstream = 9.62 ft "2 Area Upstream = 9.62 ftA2 K) (JLC) = NA alculated Junction Loss = 0.435 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Efficiency = * 96 0ntercept low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 in /hr - - -- RAINFALL INFORMATION--- - = 0.00 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 452.84 Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 14.7389 ft Plan Length = 14.7387 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 69.31 cfs Invert Elevation Downstream = 452.84 ft nvert Elevation Upstream = 452.91 ft Invert Slope = 0.47% ft Invert Slope (Plan Length) = 0.47% min Rim Elevation Downstream = 466.23 ft Rim Elevation Upstream = 466.36 ft Natural Ground Slope = 0.88W cfs Crown Elevation Downstream = 456.34 ft Crown Elevation Upstream = 456.41 ft - -- -FLOW INFORMATION--- - INFORMATION--- - "GL ritical Depth 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 = 63.25 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 10.60 min Total Intensity = 8.32 in /hr Total Rational Flow = 0.00 cfs Total Flow = 63.25 cfs Uniform Capacity = 69.31 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - "GL ritical Depth = 29.9208 in HGL Elevation Downstream = 463.18 ft HGL Elevation Upstream = 463.24 ft HGL Slope Area Downstream = 0.40 W Area Upstream EGL Elevation Downstream = 463.85 ft EGL Elevation Upstream = 463.91 ft Slope = 0.40 % "GL ritical Depth = 29.9208 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 6.57 ft /s Velocity Upstream = 6.57 ft /s Uniform Velocity Downstream = 8.17 ft /s Uniform Velocity Upstream = 8.17 ft /s Area Downstream = 9.62 ft^2 Area Upstream = 9.62 ft"2 Kj (JLC) = NA Calculated Junction Loss = _0...037 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 1 Inlet Description = <None> nlet Type = Undefined omputation 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 8 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - �urrent Pipe = Pipe 4 ownstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 14.6962 ft Plan Length = 14.6960 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 69.41 cfs Invert Elevation Downstream = 452.91 ft Invert Elevation Upstream = 452.98 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 466.36 ft Rim Elevation Upstream = 466.44 ft Natural Ground Slope = 0.53% Crown Elevation Downstream = 456.41 ft Crown Elevation Upstream = 456.48 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 = 47.53 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 10.55 min Total Intensity = 8.34 in /hr Total Rational Flow = 0.00 cfs Total Flow = 47.53 cfs Uniform Capacity = 69.41 cfs kipped flow = 0.00 cfs infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 463.27 ft HGL Elevation Upstream = 463.31 ft HGL Slope = 0.22 % EGL Elevation Downstream = 463.65 ft EGL Elevation Upstream = 463.69 ft EGL Slope = 0.22 % Critical Depth._. = 25.8342 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 4.94 ft /s elocity Upstream = 4.94 ft /s niform Velocity Downstream = 7.77 ft /s niform Velocity Upstream = 7.77 ft /s Area Downstream = 9.62 ft "2 Area Upstream = 9.62 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.037 ft - -- -INLET INFORMATION--- - Intensity Downstream Inlet = TEE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % rate Efficiency = * % Blot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Intensity Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 113.6882 ft Plan Length = 115.6868 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 28.77 cfs Invert Elevation Downstream = 453.98 ft Invert Elevation Upstream = 454.54 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 466.44 ft Rim Elevation Upstream = 466.70 ft Natural Ground Slope = 0.23% Crown Elevation Downstream = 456.48 ft Crown Elevation Upstream = 457.04 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr nlet Rational Flow = 0.00 cfs Inlet Input Flow = 31.82 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 10.25 min Total Intensity = 8.42 in /hr Total Rational Flow = 0.00 cfs Total Flow = 31.82 cfs Uniform Capacity = 28.77 cfs Skipped flow = ...0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- GL Elevation Downstream = 463.34 ft GL Elevation Upstream Q = 464.03 ft GL Slope = 0.60 % EGL Elevation Downstream = 464.00 ft EGL Elevation Upstream = 464.68 ft EGL Slope = 0.60 % Critical Depth = 23.0580 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 6.48 ft /s Velocity Upstream = 6.48 ft /s Uniform Velocity Downstream = 6.48 ft /s Uniform Velocity Upstream = 6.48 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.033 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs islow Intercepted by Current Inlet = 0.00 cfs ypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 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 = 191.3688 ft Plan Length = 193.4004 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 28.58 cfs Invert Elevation Downstream = 454.62 ft Invert Elevation Upstream = 455.55 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 466.70 ft im Elevation Upstream = 467.96 ft atural Ground Slope = 0.65% Crown Elevation Downstream = 457.12 ft Crown Elevation Upstream = 458.05 ft - -- -FLOW INFORMATION--- - Catchment Area =.0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Ration.al.Flow = 0.00 cfs Inlet Input Flow = 31.82 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac eighted Coefficient = 0.000 HGL Elevation Downstream otal Time of Concentration = 9.75 min Total Intensity = 8.56 in /hr Total Rational Flow = 0.00 cfs Total Flow = 31.82 cfs Uniform Capacity = 28.58 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 13.3971 ft HGL Elevation Downstream = 464.06 ft HGL Elevation Upstream = 465.21 ft HGL Slope = 0.60 W EGL Elevation Downstream = 464.71 ft EGL Elevation Upstream = 465.87 ft EGL Slope = 0.60 % Critical Depth = 23.0580 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 6.48 ft /s Velocity Upstream = 6.48 ft /s Uniform Velocity Downstream = 6.48 ft /s Uniform Velocity Upstream = 6.48 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.617 ft - -- -INLET INFORMATION--- - = 13.3971 ft Downstream Inlet = MH 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Invert Elevation Downstream = 455.55 ft Oannings n -value = 0.000 avement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 Garb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread' = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 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 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 13.3971 ft lan Length = 13.3967 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 35.42 cfs Invert Elevation Downstream = 455.55 ft Invert Elevation Upstream = 455.65 ft Invert Slope = 0.75% Invert Slope (Plan Length) = 0.75% Rim Elevation Downstream = 467.96 ft Rim Elevation Upstream 467.76 ft Natural Ground Slope = -1.45% Crown Elevation Downstream = 458.05 ft Crown Elevation Upstream = 458.15 ft - - -- HYDRAULIC INFORMATION--- - 0 -- -FLOW INFORMATION--- - = 465.83 ft 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 = 25.73 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 9.71 min Total Intensity = 8.57 in /hr Total Rational Flow = 0.00 cfs Total Flow = 25.73 cfs Uniform Capacity = 35.42 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 465.83 ft HGL Elevation Upstream = 465.88 ft HGL Slope = 0.39 % EGL Elevation Downstream = 466.26 ft EGL Elevation Upstream = 466.31 ft EGL Slope = 0.39 % Critical Depth = 20.7480 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 7.87 ft /s Uniform Velocity Upstream = 7.87 ft /s Area Downstream = 4.91 ft "2 rea Upstream = 4.91 ft "2 j (JLC) = NA Calculated Junction Loss = 0.149 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 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 7 Pipe Material = HDPE Pipe'Length = 66.2515 ft Plan Length....._. = 66.2496 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Wipe Capacity at Invert Slope = 35.97 cfs nvert Elevation Downstream = 455.65 ft Invert Elevation Upstream = 456.16 ft Invert Slope = 0.77% Invert Slope (Plan Length) = 0.77W Rim Elevation Downstream = 467.76 ft Rim Elevation Upstream = 468.41 ft Natural Ground Slope = 0.98% Crown Elevation Downstream = 458.15 ft Crown Elevation Upstream = 458.66 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 = 25.73 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 9.50 min Total Intensity = 8.63 in /hr Total Rational Flow = 0.00 cfs Total Flow = 25.73 cfs Uniform Capacity = 35.97 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 466.03 ft HGL Elevation Upstream = 466.29 ft HGL Slope = 0.39 % EGL Elevation Downstream = 466.46 ft *GL Elevation Upstream = 466.72 ft GL Slope = 0.39 % Critical Depth = 20.7480 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 7.97 ft /s Uniform Velocity Upstream = 7.97 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.149 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 epth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 9 __ - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial -- -PIPE INFORMATION--- - ac Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 10.4617 ft Plan Length = 10.4579 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 67.07 cfs Invert Elevation Downstream = 456.16 ft Invert Elevation Upstream = 456.44 ft Invert Slope = 2.68% Invert Slope (Plan Length) = 2.68% Rim Elevation Downstream = 468.41 ft Rim Elevation Upstream = 468.53 ft Natural Ground Slope = 1.13% Crown Elevation Downstream = 458.66 ft Crown Elevation Upstream = 458.94 ft - -- -FLOW INFORMATION--- - = 0.0000 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 = 25.73 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 4.91 ft "2 Total Time of Concentration = 9.46 min Total Intensity = 8.64 in /hr Total Rational Flow = 0.00 cfs eotal Flow = 25.73 cfs niform Capacity = 67.07 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 HGL Elevation Downstream = 466.44 ft HGL Elevation Upstream = 466.48 ft HGL Slope = 0.39 % EGL Elevation Downstream = 466.87 ft EGL Elevation Upstream = 466.91 ft EGL Slope = 0.39 % Critical Depth = 20.7480 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 12.77 ft /s Uniform Velocity Upstream = 12.77 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.149 ft - -- -INLET INFORMATION--- - = 0.0000 Downstream Inlet = BEND 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 = 0.0000 in utter Width = 0.0000 ft Ponding Width = 0.0000 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 "utter Velocity urb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 10 - - -- 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 *nlet Time nlet 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 ISDownstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * 96 * 96 0.00 % = 100 Year = Tutorial = Pipe 10 = Pipe 9 = HDPE = 166.9085 ft = 168.8531 ft = Circular = 30.00 in = 0.013 = 65.81 cfs = 456.44 ft = 460.74 ft = 2.58% = 2.55% = 468.53 ft = 471.13 ft = 1.56% = 458.94 ft = 463.24 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 25.73 cfs = 0.00 cfs = 0.00 ac = 0.000 = 8.93 min = 8.81 in /hr = 0.00 cfs = 25.73 cfs = 65.81 cfs = 0.00 cfs = 0.00 gpd = 466.63 ft = 467.29 ft = 0.39 % = 467.06 ft = 467.71 ft = 0.39 % = 20.7480 in = 30.0000 in = 30.0000 in = 5.24 ft /s = 5.24 ft /s = 12.59 ft /s = 12.59 ft /s = 4.91 ft "2 = 4.91 ft "2 = NA = 0.026 ft = BEND 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width _ _ __.- 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs from previous inlet = 0.00 cfs �arryover otal 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 8 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 11 = 473.48 ft - - -- RAINFALL INFORMATION--- - = 1.416 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 166.8550 ft Plan Length = 168.8531 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 28.57 cfs Invert Elevation Downstream = 460.82 ft Invert Elevation Upstream = 461.63 ft Invert Slope = 0.49% nvert Slope (Plan Length) = 0.48% im Elevation Downstream = 471.13 ft Rim Elevation Upstream = 473.48 ft Natural Ground Slope = 1.416 Crown Elevation Downstream = 463.32 ft Crown Elevation Upstream = 464.13 ft - -- -FLOW INFORMATION--- - 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 = 25.73 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.39 min Total Intensity = 8.98. in /hr Total Rational Flow = 0.00 cfs Total Flow = 25.73 cfs Uniform Capacity = 28.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - epth Upstream = 30.0000 in HGL Elevation Downstream = 467.31 ft HGL Elevation Upstream = 467.97 ft HGL Slope Kj (JLC) = 0.39 W Calculated Junction Loss EGL Elevation Downstream = 467.74 ft EGL Elevation Upstream = 468.40 ft EGL Slope = 0.39 % Critical Depth = 20.7480 in Depth Downstream = 30.0000 in epth Upstream = 30.0000 in velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 6.59 ft /s Uniform Velocity Upstream = 6.59 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.149 ft _ - -- -INLET INFORMATION--- - Downstream Inlet = MH 2 Inlet Description = <None> Inlet Type = Undefined omputation Case = Sag ongitudinal 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 8 Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 12 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe = Pipe 11 ipe Material = HDPE ipe Length = 21.0197 ft Plan Length = 21.0194 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.66 cfs Invert Elevation Downstream = 461.63 ft Invert Elevation Upstream = 461.74 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.52% Rim Elevation Downstream = 473.48 ft Rim Elevation Upstream = 473.65 ft Natural Ground Slope = 0.81% Crown Elevation Downstream = 464.13 ft Crown Elevation Upstream = 464.24 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 = 25.73 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.32 min Total Intensity = 9.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 25.73 cfs Uniform Capacity = 29.66 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 468.12 ft HGL Elevation Upstream = 468.20 ft HGL Slope = 0.39 % EGL Elevation Downstream = 468.55 ft EGL Elevation Upstream = 468.63 ft EGL Slope = 0.39 % Critical Depth = 20.7480 in Depth Downstream = 30.0000 in Depth Upstream _ = 30.0000 in Velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 6.81 ft /s "niform Velocity Upstream = 6.81 ft /s rea Downstream = 4.91 ft"2 Area Upstream = 4.91 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.149 ft - -- -INLET INFORMATION--- - = 25.73 Downstream Inlet = BEND 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9d Grate Efficiency = * % Slot Efficiency = * 96 Dotal Efficiency = 0.00 PIPE DESCRIPTION: Pipe 13 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 25.73 Current Pipe = Pipe 13 Downstream Pipe = Pipe 12 Pipe Material = HDPE Pipe Length = 9.1207 ft Plan Length = 10.6206 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "ri" = 0.013 Pipe Capacity at Invert Slope = 27.15 cfs Invert Elevation Downstream = 461.74 ft Invert Elevation Upstream = 461.78 ft Invert Slope = 0.44% Invert Slope (Plan Length) = 0.38% Rim Elevation Downstream = 473.65 ft Rim Elevation Upstream = 472.95 ft Natural Ground Slope = -7.69% Crown Elevation Downstream = 464.24 ft Crown Elevation Upstream = 464.28 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 = 25.73 cfs nlet Hydrograph Flow = 0.00 cfs 1'Otal Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.29 min Total Intensity = 9.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 25.73 cfs Uniform Capacity = 27.15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 468.35 ft HGL Elevation Upstream = 468.39 ft GL Slope = 0.39 % GL Elevation Downstream = 468.78 ft EGL Elevation Upstream = 468.81 ft EGL Slope = 0.39 W Critical Depth = 20.7480 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 5.24 ft /s Velocity Upstream = 5.24 ft /s Uniform Velocity Downstream = 6.30 ft /s Uniform Velocity Upstream = 6.30 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.401 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = BEND 6 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 avement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 14 = 0.38% - - -- RAINFALL INFORMATION--- - = 0.35% Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 39.8048 ft Plan Length = 43.3328 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at invert Slope = 6.45 cfs Invert Elevation Downstream = 462.78 ft Invert Elevation Upstream = 462.93 ft Invert Slope = 0.38% Invert Slope (Plan Length) = 0.35% Rim Elevation Downstream = 472.95 ft Rim Elevation Upstream = 473.91 ft V atural Ground Slope = 2.40% rown Elevation Downstream = 464.28 ft Crown Elevation Upstream = 464.43 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 = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 8.01 min otal Intensity = 9.10 in /hr otal Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 6.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = Circular HGL Elevation Downstream = 468.79 ft HGL Elevation Upstream = 468.86 ft HGL Slope = 0.19 % EGL Elevation Downstream = 468.89 ft EGL Elevation Upstream = 468.96 ft EGL Slope = 0.19 8 Critical Depth = 9.8190 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 2.57 ft /s Uniform Velocity Downstream = 3.95 ft /s Uniform Velocity Upstream = 3.95 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.005 ft - -- -INLET INFORMATION--- - = Circular Downstream Inlet = CB 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 utter Cross -Slope = 0.00 ft /ft utter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 15 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall.File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 15 Downstream Pipe = Pipe 14 Pipe Material = HDPE Pipe Length = 277.3760 ft Plan Length = 281.8750 ft Pipe Type = Circular ipe Dimensions = 18.00 in dipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.22 cfs Invert Elevation Downstream = 463.01 ft Invert Elevation Upstream = 464.32 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 473.91 ft Rim Elevation Upstream = 475.33 ft Natural Ground Slope = .0.51% Crown Elevation Downstream = 464.51 ft Crown Elevation Upstream = 465.82 ft - -- -FLOW INFORMATION - - -- Area = 0.00 ac �Catchment unoff Coefficient = 0.000 = 469.39 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 6.18 min Total Intensity = 9.76 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 7.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 468.87 ft HGL Elevation Upstream = 469.39 ft HGL Slope = 0.19 % EGL Elevation Downstream = 468.97 ft EGL Elevation Upstream = 469.49 ft EGL Slope = 0.19 % Critical Depth = 9.8190 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 2.57 ft /s Uniform Velocity Downstream = 4.32 ft /s Uniform Velocity Upstream = 4.32 ft /s Area Downstream = 1.77 ft ^2 Area Upstream = 1.77 ft ^2 Kj (JLC) = NA calculated Junction Loss = 0.005 ft - -- - INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * $ Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 16 - -- RAINFALL INFORMATION--- - &eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 16 Downstream Pipe = Pipe 15 Pipe Material = HDPE Pipe Length = 296.0033 ft Plan Length = 300.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.22 cfs Invert Elevation Downstream = 464.40 ft Elevation Upstream = 465.80 ft Wnvert nvert Slope = 0.47% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 475.33 ft Rim Elevation Upstream = 476.89 ft Natural Ground Slope = 0.53% Crown Elevation Downstream = 465.90 ft Crown Elevation Upstream = 467.30 ft - -- -FLOW INFORMATION--- - = 4.32 ft /s 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 = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.23 min Total Intensity = 10.59 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 7.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 in HGL Elevation Downstream = 469.39 ft HGL Elevation Upstream = 469.94 ft HGL Slope = 0.19 % EGL Elevation Downstream = 469.49 ft EGL Elevation Upstream = 470.05 ft EGL Slope = 0.19 % eritical Depth = 9.8190 in epth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 2.57 ft /s Uniform.Velocity Downstream = 4.32 ft /s Uniform Velocity Upstream = 4.32 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.005 ft - -- -INLET INFORMATION--- - = 0.0000 in Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in avement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - -- Current Pipe Current = Pipe 17 Pipe = Pipe 16 Pipe Material = HDPE Pipe Length = 262.7174 ft Plan Length = 264.7150 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.21 cfs Invert Elevation Downstream = 465.88 ft Invert Elevation Upstream = 467.12 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 476.89 ft Rim Elevation Upstream = 478.34 ft Natural Ground Slope = 0.55% Crown Elevation Downstream = 467.38 ft Crown Elevation Upstream = 468.62 ft - -- -FLOW INFORMATION--- - = 0.0000 ft 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 = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft "2 Total Time of Concentration = 2.52 min Total Intensity = 11.47 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 7.21 cfs Okipped flow = 0.00 cfs nfiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 ft HGL Elevation Downstream = 469.95 ft HGL Elevation Upstream = 470.44 ft HGL Slope = 0.19 % EGL Elevation Downstream = 470.05 ft EGL Elevation Upstream = 470.54 ft EGL Slope = 0.19 % Critical Depth = 9.8190 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 2.57 ft /s Uniform Velocity Downstream = 4.32 ft /s Uniform Velocity Upstream = 4.32 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.036 ft - -- -INLET INFORMATION--- - = 0.0000 ft Downstream Inlet = MH 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft ntercept 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread - = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % lot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 = HDPE - - -- RAINFALL INFORMATION--- - = 35.7854 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = BEND 7 Current Pipe = Pipe 18 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 35.7854 ft Plan Length = 37.7850 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.24 cfs Invert Elevation Downstream = 467.12 ft Invert Elevation Upstream = 467.29 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 478.34 ft Rim Elevation Upstream = 478.10 ft Natural Ground Slope = -0.65% Crown Elevation Downstream = 468.62 ft Crown Elevation Upstream = 468.79 ft - -- -FLOW INFORMATION--- - = BEND 7 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 nlet Rational Flow = 0.00 cfs nlet Input Flow = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft "2 Total Time of Concentration = 2.27 min Total Intensity = 11.61 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 7.24 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = BEND 7 HGL Elevation Downstream = 470.48 ft HGL Elevation Upstream = 470.54 ft HGL Slope = 0.19 % EGL Elevation Downstream = 470.58 ft EGL Elevation Upstream = 470.65 ft EGL Slope = 0.19 % Critical Depth = 9.8190 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 2.57 ft /s Uniform Velocity Downstream = 4.33 ft /s Uniform Velocity Upstream = 4.33 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.005 ft - -- -INLET INFORMATION - - -- Downstream Inlet = BEND 7 nlet 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 ypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 19 = 1.52% - - -- RAINFALL INFORMATION--- - = 478.10 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 470.55 ft Current Pipe = Pipe 19 Downstream Pipe = Pipe 18 Pipe Material = HDPE Pipe Length = 276.4872 ft Plan Length = 281.0771 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.05 cfs Invert Elevation Downstream = 467.37 ft Invert Elevation Upstream = 471.64 ft Invert Slope = 1.54% Invert Slope (Plan Length) = 1.52% Rim Elevation Downstream = 478.10 ft im Elevation Upstream = 476.54 ft atural Ground Slope = -0.57% Crown Elevation Downstream = 468.87 ft Crown Elevation Upstream = 473.14 ft - -- -FLOW INFORMATION--- - = 470.55 ft 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 = 4.54 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.97 min Total Intensity = 12.43 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.54 cfs Uniform Capacity = 13.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 470.55 ft HGL Elevation Upstream = 472.46 ft HGL Slope = 0.69 % EGL Elevation Downstream = 470.65 ft EGL Elevation Upstream = 472.79 ft EGL Slope = 0.77 W Critical Depth = 9.8190 in Depth Downstream = 18.0000 in Depth Upstream = 9.8190 in Velocity Downstream = 2.57 ft /s •velocity Upstream = 4.61 ft /s Uniform Velocity Downstream = 6.72 ft /s Uniform Velocity Upstream = 6.72 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 0.99 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION - - -- Downstream Inlet = MH 6 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft n -value = 0.000 �annings avement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 20 cfs - - -- RAINFALL INFORMATION--- - = 0.00 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 20 Downstream Pipe = Pipe 19 Pipe Material = HDPE Pipe Length = 6.2436 ft lan Length = 8.2447 ft ipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Inlet Intensity Pipe Capacity at Invert Slope = 9.40 cfs Invert Elevation Downstream = 471.72 ft Invert Elevation Upstream = 471.77 ft Invert Slope = 0.80% cfs Invert Slope (Plan Length) = 0.61% ac Rim Elevation Downstream = 476.54 ft Rim Elevation Upstream = 476.48 ft Natural Ground Slope = -0.89W in /hr Crown Elevation Downstream = 473.22 ft Crown Elevation Upstream = 473.27 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 = 4.02 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 = 4.02 cfs Uniform Capacity = 9.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd -- HYDRAULIC INFORMATION--- - GL Elevation Downstream � = 472.40 ft r�GL Elevation Upstream = 472.45 ft HGL Slope = 0.80 % EGL Elevation Downstream = 472.81 ft EGL Elevation Upstream = 472.86 ft EGL Slope = 0.80 % Critical Depth = 9.2070 in Depth Downstream = 8.2141 in Depth Upstream = 8.2141 in Velocity Downstream = 5.11 ft /s Velocity. Upstream = 5.11 ft /s Uniform Velocity Downstream = 5.11 ft /s Uniform Velocity Upstream = 5.11 ft /s Area Downstream = 0.79 ft "2 rea Upstream = 0.79 ft^2 qWj (JLC) = NA Calculated Junction Loss = 0.382 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = MH 7 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 W 0IPE DESCRIPTION: Pipe 21 -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 21 Downstream Pipe = Pipe 20 Pipe Material = HDPE Pipe Length = 11.3141 ft Plan Length = 11.3137 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 9.36 cfs Invert Elevation Downstream = 471.77 ft Invert Elevation Upstream = 471.86 ft Invert Slope = 0.80% Invert Slope (Plan Length) = 0.80% Rim Elevation Downstream = 476.48 ft Rim Elevation Upstream = 476.40 ft Natural Ground Slope = -0.71% Crown Elevation Downstream = 473.27 ft Crown Elevation Upstream = 473.36 ft - -- -FLOW INFORMATION--- - = 0.00 ac Catchment Area = 0.00 ac Runoff Coefficient = 0.000 min Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 4.02 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac eighted Coefficient = 0.000 Total Time of Concentration = 0.02 min Total Intensity = 13.10 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.02 cfs Uniform Capacity = 9.36 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream. HGL Elevation Upstream HGL Slope EGL Elevation Downstream GL Elevation Upstream GL 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 epth at Curb epth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 24 - - -- 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 Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow = 472.84 ft = 472.83 ft _ -0.02 = 472.98 ft = 473.00 ft = 0.25 % = 9.2070 in = 12.7981 in = 11.6855 in = 2.99 ft /s = 3.31 ft /s = 5.10 ft /s = 5.10 ft /s = 1.34 ft "2 = 1.21 ft"2 = NA = 0.045 ft = BEND 8 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * 96 0.00 % = 100 Year = Tutorial = Pipe 24 = Pipe 3 = HDPE = 35.5964 ft = 37.0194 ft = Circular = 24.00 in = 0.013 = 57.98 cfs = 453.66 ft = 456.00 ft = 6.59% = 6.328 = 466.36 ft = 466.32 ft -0.11% 455.66 ft 458'.00 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 15.72 cfs = 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 = 15.72 cfs niform Capacity = 57.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.013 HGL Elevation Downstream = 463.27 ft HGL Elevation Upstream = 464.04 ft HGL Slope = 2.16 % EGL Elevation Downstream = 463.66 ft EGL Elevation Upstream = 464.43 ft EGL Slope = 2.16 W Critical Depth = 17.1552 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 5.00 ft /s Velocity Upstream = 5.00 ft /s Uniform Velocity Downstream = 20.45 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 = 1.534 ft - -- -INLET INFORMATION--- - = 0.013 Downstream Inlet = TEE 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 = 0.0000 in Outter width = 0.0000 ft onding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 25 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 25 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 20.0892 ft Plan Length = 21.4894 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 ipe Capacity at Invert Slope 4invert = 71.35 cfs Elevation Downstream = 453.73 ft Invert Elevation Upstream = 455.73 ft Invert Slope = 10.01% Invert Slope (Plan Length) = 9.31% Rim Elevation Downstream = 466.44 ft Rim Elevation Upstream = 466.46 ft Natural Ground Slope = 0.11% Crown Elevation Downstream = 455.73 ft Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient nlet Time qw nlet 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 So-w-n-stream Inlet Inlet Description Inlet Type Computation Case 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 26 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions = 457.73 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 15.72 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 15.72 cfs = 71.35 cfs = 0.00 cfs = 0.00 gpd = 463.34 ft = 464.04 ft = 3.47 % = 463.73 ft = 464.43 ft = 3.47 % = 17.1552 in = 24.0000 in = 24.0000 in = 5.00 ft /s = 5.00 ft /s = 6.48 ft /s = 0.00 ft /s = 3.14 ft "2 = 3.14 ft"2 = NA = 1.534 ft = WYE 1 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s * % * % 0.00 % = 100 Year = Tutorial = Pipe 26 = Pipe 6 = HDPE = 15.1762 ft = 16.6761 ft = Circular = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 27.84 cfs Invert Elevation Downstream = 455.55 ft Invert Elevation Upstream = 455.62 ft Invert Slope = 0.46% nvert Slope (Plan Length) = 0.42W im Elevation Downstream = 467.96 ft Rim Elevation Upstream = 468.08 ft Natural Ground Slope = 0.81% Crown Elevation Downstream = 458.05 ft Crown Elevation Upstream = 458.12 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 = 6.09 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 4.91 ft^2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.09 cfs Uniform Capacity = 27.84 cfs Skipped flow = 0.00 cfs Infiltration 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 465.83 ft HGL Elevation Upstream = 465.83 ft HGL Slope = 0.03 % EGL Elevation Downstream = 465.85 ft EGL Elevation Upstream = 465.86 ft EGL Slope = 0.03 % Critical Depth = 9.8010 in Depth Downstream = 30.0000 in Oepth Upstream = 30.0000 in elocity Downstream = 1.24 ft /s Velocity Upstream = 1.24 ft /s Uniform Velocity Downstream = 6.44 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.059 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft utter Velocity ICurb = 0.00 ft /s Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 28 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File - -- -PIPE INFORMATION-- Current Pipe Downstream Pipe ipe Material Wipe 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 0 - -- 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter width Ponding Width Intercept Efficiency Flow from Catchment arryover 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 = Tutorial = Pipe 28 = Pipe 19 HDPE 29.3365 ft 31.8021 ft = Circular 18.00 in 0.013 = 6.72 cfs 471.72 ft 471.84 ft 0.41% = 0.38% 476.54 ft 476.35 ft -0.64% 473.22 ft = 473.34 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.52 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.17 min = 12.99 in /hr = 0.00 cfs = 0.52 cfs = 6.72 cfs = 0.00 cfs = 0.00 gpd = 472.46 ft = 472.47 ft = 0.03 % = 472.47 ft = 472.48 ft = 0.04 % = 3.2130 in = 8.9298 in = 7.5803 in = 0.60 ft /s = 0.74 ft /s = 3.97 ft /s = 2.26 ft /s = 0.87 ft "2 = 0.71 ft^2 = NA = 0.000 ft = MH 7 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.0000 in = 0.0000 in = 0.0000 ft Total Spread = 0.0000 ft Gutter..V.elocity = 0.00 ft.,/_S Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % •Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 29 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = Undefined HGL Elevation Downstream Current Pipe = Pipe 29 ac Downstream Pipe = Pipe 28 EGL Elevation Downstream Pipe Material = HDPE min Pipe Length = 7.0001 ft Plan Length = 8.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in = 0.00 Pipe Manning's "n" = 0.013 = 0.00 Pipe Capacity at Invert Slope = 6.87 cfs = 0.000 Invert Elevation Downstream = 471.84 ft Invert Elevation Upstream = 471.87 ft Invert Slope = 0.43% = 0.00 Invert Slope (Plan Length) = 0.38% = 0.52 Rim Elevation Downstream = 476.35 ft Rim Elevation Upstream = 476.31 ft Natural Ground Slope = -0.55% = 0.00 Crown Elevation Downstream = 473.34 ft Crown Elevation Upstream = 473.37 ft - -- -FLOW INFORMATION--- - = Undefined 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 = 0.52 cfs nlet Hydrograph Flow = 0.00 cfs otal Area = 0.00 ac Weighted Coefficient = 0.000 = 0.71 ft "2 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.52 cfs Uniform Capacity = 6.87 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = Undefined HGL Elevation Downstream = 472.47 ft HGL Elevation Upstream = 472.47 ft HGL Slope = 0.01 % EGL Elevation Downstream = 472.48 ft EGL Elevation Upstream = 472.48 ft EGL Slope = 0.02 % Critical Depth = 3.2130 in Depth Downstream = 7.5815 in Depth Upstream = 7.2260 in Velocity Downstream = 0.74 ft /s Velocity Upstream = 0.79 ft /s Uniform Velocity Downstream = 2.30 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.71 ft "2 Area Upstream = 0.66 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.003 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 10 Inlet Description = <None> Inlet Inlet Type = Undefined 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow avement Flow utter 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 22 - - -- 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 rown Elevation Downstream rown 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 niform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 % = 100 Year = Tutorial = Pipe 22 = Pipe 21 = HDPE = 3.0001 ft = 4.0000 ft = Circular = 18.00 in = 0.013 = 8.57 cfs = 471.86 ft = 471.88 ft = 0.67% = 0.50% = 476.40 ft = 476.38 ft _ -0.67% = 473.36 ft = 473.38 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 4.02 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 4.02 cfs = 8.57 cfs = 0.00 cfs = 0.00 gpd = 472.88 ft = 472.91 ft = 1.00 % = 473.03 ft = 473.07 ft = 1.18 % = 9.2070 in = 12.2195 in = 12.0268 in = 3.15 ft /s = 3.20 ft /s = 4.77 ft /s = 0.00 ft /s = 1.28 ft "2 = 1.25 ft "2 = NA = 0.163 ft = BEND 9 _ <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 utter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 27 = 7.58 - - -- RAINFALL INFORMATION--- - Skipped flow Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 468.86 ft Current Pipe = Pipe 27 Downstream Pipe = Pipe 13 Pipe Material = HDPE -Pipe Length = 36.4804 ft Plan Length = 38.9900 ft Pipe Type = Circular ipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.58 cfs Invert Elevation Downstream = 462.78 ft Invert Elevation Upstream = 462.97 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 472.95 ft Rim Elevation Upstream = 472.94 ft Natural Ground Slope = -0.03W Crown Elevation Downstream = 464.28 ft Crown Elevation Upstream = 464.47 ft - -- -FLOW INFORMATION--- - = 468.86 ft qHGL GL Slope Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Slope Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 4.27 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 = 4.27 cfs Uniform Capacity = 7.58 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 468.79 ft Elevation Upstream = 468.86 ft qHGL GL Slope = 0.19 % EGL Elevation Downstream = 468.88 ft EGL Elevation Upstream = 468.95 ft EGL Slope = 0.19 % Critical Depth = 9.5112 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.42 ft /s Velocity Upstream = 2.42 ft /s Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) •Calculated Junction Loss - -- - INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 • = 4.48 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft "2 = NA = 0.114 ft = CB 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * 96 = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs 0.0000 in = 0.0000 in 0.0000 ft = 0.0000 ft = 0.00 ft /s _ * 96 _ * % * 96 0.00 I I U �w ir I w Q� I w co , 16L II 7 I w 4 m I I I ` I I I PIPE 1 PIPE 13- PIPE 1 PIPE 2 AR_ DENIAS _ — - PIPE 18 PIPE 3 Qom/ OQ 0 r' I Lul I � Z I Q' PIPE 17 I I I. PIPE 7 PIPE 11 PIPE 9 PIPE 10 -PIPE 20 PIPE - - PIPE 15 DRIVE PIPE 4 PIPE 8 PIPE 21 PIPE 5 -PIPE 19 PIPE 16 I I I I I I I I I I I I I. I I I I PIPE 12 LINE 233 STORM DRAIN INDEX MAP ors MSA Coxsui.�rn�o, INr- MAurmso. Smrm a Assoc T&% lNc_ • s- Awmmm ■ Cim m�nvo ■ Lo" Mmvemm 34200 B® Hoes Due m H�o ;� m G 92Y70 r� 'luwsmm 320M w FAx 3Zi7M LINE 233 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 10:09:35 �etwork: 04 - LINE 233 Page: 1 Storm Sewers Summary Report ----------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream cfs in ft ft ft ft Junction Pipe 1 67.10 42.00 461.80 462.02 453.00 454.17 Outfall Pipe 2 67.10 42.00 462.51* 463.18* 454.17 457.63 BEND 1 Pipe 3 37.56 36.00 463.48* 464.38* 458.13 461.07 MH 1 Pipe 18 37.56 30.00 464.43* 464.88* 461.65 461.90 MH 2 Pipe 19 29.13 30.00 465.38* 465.51* 461.90 462.02 WYE 3 Pipe 4 20.69 24.00 465.55* 468.06* 462.52 463.54 WYE 4 Pipe 5 20.96 24.00 468.09* 468.32* 463.62 463.84 MH 3 Pipe 6 14.30 24.00 468.77* 468.87* 463.84 464.04 WYE 1 Pipe 7 7.90 18.00 468.96* 470.34* 464.54 466.57 WYE 2 Pipe 8 7.90 18.00 470.36* 472.06* 466.65 468.07 MH 4 Pipe 9 7.90 18.00 472.07* 472.55* 468.15 468.53 MH 5 Pipe 10 7.90 18.00 472.57* 473.53* 468.53 469.31 BEND 2 Pipe 11 7.90 18.00 473.55* 473.62* 469.31 469.35 BEND 3 Pipe 12 7.90 18.00 473.77* 474.85* 469.43 472.94 MH 6 Pipe 13 29.86 24.00 463.48* 463.62* 459.13 460.33 MH 1 Pipe 14 14.93 24.00 464.47* 465.21* 460.39 460.95 CB 2 Pipe 15 6.40 18.00 468.77* 468.98* 464.09 465.22 WYE 1 Pipe 16 6.40 18.00 468.96* 469.04* 464.29 464.58 WYE 2 Pipe 17 0.00 18.00 469.43 470.39 469.43 470.39 MH 6 Pipe 20 8.43 18.00 465.38* 465.84* 462.40 462.96 WYE 3 Pipe 21 8.43 18.00 465.55* 465.78* 462.52 463.01 WYE 4 • C] Storm Sewers Detail Report ------------------------------------------------------------ PIPE DESCRIPTION: Pipe 1. - - -- RAINFALL INFORMATION--- - eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 50.5383 ft Plan Length = 50.5247 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 153.01 cfs Invert Elevation Downstream = 453.00 ft Invert Elevation Upstream = 454.17 ft Invert Slope = 2.32% Invert Slope (Plan Length) = 2.32W Rim Elevation Downstream = 460.00 ft Rim Elevation Upstream = 462.74 ft Natural Ground Slope = 5.428 Crown Elevation Downstream = 456.50 ft Crown Elevation Upstream = 457.67 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 = 67.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 6.01 min otal Intensity = 9.82 in /hr otal Rational Flow = 0.00 cfs Total Flow = 67.10 cfs Uniform Capacity = 153.01 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 461.80 ft HGL Elevation Upstream = 462.02 ft HGL Slope = 0.44 % EGL Elevation Downstream = 462.56 ft EGL Elevation Upstream = 462.78 ft EGL Slope = 0.44 % Critical Depth = 30.8196 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 6.97 ft /s Velocity Upstream = 6.97 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 15.39 ft /s Area Downstream = 9.62 ft "2 Area Upstream = 9.62 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.490 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall 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 utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in avement Spread = 0.0000 ft otal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 = 152.5244 ft - - -- RAINFALL INFORMATION--- - = Circular Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = NA atchment Area 4kun- Current Pipe = Pipe 2 = 0.000 Downstream Pipe = Pipe 1 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 150.2342 ft Plan Length = 152.5244 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe.Manning's "n" = 0.013 = 9.97 in /hr Pipe Capacity at Invert Slope = 152.62 cfs Invert Elevation Downstream = 454.17 ft Invert Elevation Upstream = 457.63 ft Invert Slope = 2.30% Invert Slope (Plan Length) = 2.27% Rim Elevation Downstream = 462.74 ft Rim Elevation Upstream = 467.20 ft Natural Ground Slope = 2.97% Crown Elevation Downstream = 457.67 ft Crown Elevation Upstream = 461.13 ft -F LOW INFORMATION--- - = NA atchment Area 4kun- = 0.00 ac off Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 67.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 5.64 min Total Intensity = 9.97 in /hr Total Rational Flow = 0.00 cfs Total Flow = 67.10 cfs Uniform Capacity = 152.62 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = NA HGL Elevation Downstream = 462.51 ft HGL Elevation Upstream = 463.18 ft HGL Slope = 0.44 % EGL Elevation Downstream = 463.27 ft EGL Elevation Upstream = 463.94 ft EGL Slope = 0.44 % Critical Depth = 30.8196 in Depth Downstream = 42.0000 in Depth Upstream = 42.0000 in Velocity Downstream = 6.97 ft /s Velocity Upstream = 6.97 ft /s Uniform Velocity Downstream = 15.36 ft /s Uniform Velocity Upstream = 15.36 ft /s Area Downstream = 9.62 ft "2 Area Upstream = 9.62 ft"2 = NA c(JLC) alculated Junction Loss = 0.300 ft - -- - INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Efficiency = * % "ntercept low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 W 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 = 284.3294 ft Plan Length = 284.3294 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 67.79 cfs Invert Elevation Downstream = 458.13 ft nvert Elevation Upstream = 461.07 ft invert Slope' = 1.05% Invert Slope (Plan Length) = 1.03% Rim Elevation Downstream = 467.20 ft Rim Elevation Upstream = 468.04 ft Natural Ground Slope = 0.298 Crown Elevation Downstream = 461.13 ft Crown Elevation Upstream = 464.07 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 = 37.56 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.75 min Total Intensity = 10.35 in /hr Total Rational Flow = 0.00 cfs Total Flow = 37.56 cfs Uniform Capacity = 67.79 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 463.48 ft HGL Elevation Upstream = 464.38 ft HGL Slope = 0.32 % EGL Elevation Downstream = 463.92 ft EGL Elevation Upstream = 464.82 ft EGL Slope = 0.32 8 ri ritical Depth = 23.9328 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 5.31 ft /s Velocity Upstream = 5.31 ft /s Uniform velocity Downstream = 9.84 ft /s Uniform Velocity Upstream = 9.84 ft /s Area Downstream = 7.07 ft "2 Area Upstream = 7.07 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.045 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 1 nlet Description = <None> nlet 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial PIPE INFORMATION--- - lburrent Pipe = Pipe 18 ownstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 53.6256 ft Plan Length = 55.6265 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 27.99 cfs Invert Elevation Downstream = 461.65 ft Invert Elevation Upstream = 461.90 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 468.04 ft Rim Elevation Upstream = 468.33 ft Natural Ground Slope = 0.54% Crown Elevation Downstream = 464.15 ft Crown Elevation Upstream = 464.40 ft - -- -FLOW INFORMATION--- - = 27.99 cfs kipped flow Catchment Area = 0.00 ac Runoff Coefficient = 0.000 = 0.00 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 37.56 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 ft Total Time of Concentration = 4.63 min Total Intensity = 10.41 in /hr Total Rational Flow = 0.00 cfs Total Flow = 37.56 cfs Uniform Capacity = 27.99 cfs kipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 464.43 ft HGL Elevation Upstream = 464.88 ft HGL Slope = 0.84 % EGL Elevation Downstream = 465.34 ft EGL Elevation Upstream = 465.79 ft EGL Slope = 0.84 W Critical Depth = 24.8850 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 7.65 ft /s elocity Upstream = 7.65 ft /s niform Velocity Downstream = 7.65 ft /s Uniform Velocity Upstream = 7.65 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.499 ft - -- -INLET INFORMATION--- - = * % Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % rate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 19 = 25.6411 ft - - -- RAINFALL INFORMATION--- - = 25.6409 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Intensity Current Pipe = Pipe 19 Downstream Pipe = Pipe 18 Pipe Material = HDPE Pipe Length = 25.6411 ft Plan Length = 25.6409 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 28.05 cfs Invert Elevation Downstream = 461.90 ft Invert Elevation Upstream = 462.02 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 468.33 ft Rim Elevation Upstream = 468.46 ft Natural Ground Slope = 0.52% Crown Elevation Downstream = 464.40 ft Crown Elevation Upstream = 464.52 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Intensity = 0.00 in /hr *islet nlet Rational Flow = 0.00 cfs Inlet Input Flow = 29.13 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.56 min Total Intensity = 10.44 in /hr Total Rational Flow = 0.00 cfs Total Flow = 29.13 cfs Uniform Capacity = 28.05 cfs Skipped flow _ = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- GL Elevation Downstream = 465.38 ft GL Elevation Upstream = 465.51 ft HGL Slope = 0.50 % EGL Elevation Downstream = 465.93 ft EGL Elevation Upstream = 466.06 ft EGL Slope = 0.50 % Critical Depth = 22.0860 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 5.93 ft /s Velocity Upstream = 5.93 ft /s Uniform Velocity Downstream = 5.93 ft /s Uniform Velocity Upstream = 5.93 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.040 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs low Intercepted by Current Inlet = 0.00 cfs ypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 19 Pipe Material = HDPE Pipe Length = 300.0000 ft Plan Length = 300.0000 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.19 cfs Invert Elevation Downstream = 462.52 ft Invert Elevation Upstream = 463.54 ft Invert Slope = 0.34% Invert Slope (Plan Length) = 0.34% lm Elevation Downstream = 468.46 ft im Elevation Upstream = 469.59 ft Natural Ground Slope = 0.38% Crown Elevation Downstream = 464.52 ft Crown Elevation Upstream = 465.54 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 = 20.69 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Coefficient = 0.000 "eighted otal Time of Concentration = 3.80 min Total Intensity = 10.80 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.69 cfs Uniform Capacity = 13.19 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 465.55 ft HGL Elevation Upstream = 468.06 ft HGL Slope = 1.16 % EGL Elevation Downstream = 466.22 ft EGL Elevation Upstream = 468.73 ft EGL Slope = 1.16 % Critical Depth = 19.5768 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 6.59 ft /s Velocity Upstream = 6.59 ft /s Uniform Velocity Downstream = 6.59 ft /s Uniform Velocity Upstream = 6.59 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.034 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft annings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 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 Pipe Length = 26.3772 ft Length = 28.3806 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 20.65 cfs Invert Elevation Downstream = 463.62 ft Invert Elevation Upstream = 463.84 ft Invert Slope = 0.83% Invert Slope (Plan Length) = 0.78% Rim Elevation Downstream = 469.59 ft Rim Elevation Upstream = 469.73 ft Natural Ground Slope = 0.55% Crown Elevation Downstream = 465.62 ft Crown Elevation Upstream = 465.84 ft 0 -- -FLOW INFORMATION--- - = 469.01 ft 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 = 20.96 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.73 min Total Intensity = 10.83 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.96 cfs Uniform Capacity = 20.65 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 468.09 ft HGL Elevation Upstream = 468.32 ft HGL Slope = 0.86 % EGL Elevation Downstream = 468.79 ft EGL Elevation Upstream = 469.01 ft EGL Slope = 0.86 % Critical Depth = 19.6896 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 6.67 ft /s Velocity Upstream = 6.67 ft /s Uniform Velocity Downstream = 6.67 ft /s Uniform Velocity Upstream = 6.67 ft /s Area Downstream = 3.14 ft "2 rea Upstream = 3.14 ft'2 K] (JLC) = NA Calculated Junction Loss = 0.450 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = 96 Grate Efficiency = Slot Efficiency = Total Efficiency = 0.00 % �IPE 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 = 24.5009 ft Plan Length = 24.5001 ft -. Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Capacity at Invert Slope = 20.43 cfs �Pipe nvert Elevation Downstream = 463.84 ft Invert Elevation Upstream = 464.04 ft Invert Slope = 0.82% Invert Slope (Plan Length) = 0.82% Rim Elevation Downstream = 469.73 ft Rim Elevation Upstream = 469.86 ft Natural Ground Slope = 0.51% Crown Elevation Downstream = 465.84 ft Crown Elevation Upstream = 466.04 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 = 14.30 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.64 min Total Intensity = 10.88 in /hr Total Rational Flow = 0.00 cfs Total Flow = 14.30 cfs Uniform Capacity = 20.43 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 468.77 ft HGL Elevation Upstream = 468.87 ft HGL Slope = 0.40 % EGL Elevation Downstream = 469.09 ft *GL Elevation Upstream = 469.19 ft EGL Slope = 0.40 % Critical Depth = 16.3512 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.55 ft /s Velocity Upstream = 4.55 ft /s Uniform Velocity Downstream = 7.04 ft /s Uniform Velocity Upstream = 7.04 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.089 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 epth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 7 - -- ---- RAINFALL INFORMATION--- - Return Period Rainfall File ec-- - -PIPE INFORMATION--- - urrent 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 Oniform otal Flow Capacity Skipped flaw 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression utter 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 = 100 Year = Tutorial = Pipe 7 = Pipe 6 = HDPE = 245.1278 ft = 247.1194 ft = Circular = 18.00 in = 0.013 = 9.56 cfs = 464.54 ft = 466.57 ft = 0.83% = 0.82% = 469.86 ft = 471.13 ft = 0.52% = 466.04 ft = 468.07 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 7.90 cfs = 0.00 cfs = 0.00 ac = 0.000 = 2.72 min = 11.36 in /hr = 0.00 cfs = 7.90 cfs = 9.56 cfs = 0.00 cfs 0.00 gpd = 468.96 ft = 470.34 ft = 0.57 % = 469.27 ft = 470.65 ft = 0.57 % = 13.0698 in = 18.0000 in = 18.0000 in = 4.47 ft /s = 4.47 ft /s = 6.04 ft /s = 6.04 ft /s = 1.77 ft "2 = 1.77 ft "2 = NA = 0.015 ft = WYE 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft _ * % 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread. = 0.0000 ft Velocity = 0.00 ft /s �utter urb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 8 = 300.0000 ft - - -- RAINFALL INFORMATION--- - = Circular Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.000 Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe'Length = 300.0000 ft Plan Length = 300.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.22 cfs Invert Elevation Downstream = 466.65 ft Invert Elevation Upstream = 468.07 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 471.13 ft Rim Elevation Upstream = 472.67 ft Natural Ground Slope = 0.51% Crown Elevation Downstream = 468.15 ft Crown Elevation Upstream = 469.57 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac unoff Coefficient = 0.000 HGL Elevation Downstream nlet Time = 0.00 min nlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 4.47 ft /s Total Time of Concentration = 1.60 min Total Intensity = 12.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.90 cfs Uniform Capacity = 7.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 470.36 ft HGL Elevation Upstream = 472.06 ft HGL Slope = 0.57 % EGL Elevation Downstream = 470.67 ft EGL Elevation Upstream = 472.37 ft EGL Slope = 0.57 % Critical Depth = 13.0698 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.47 ft /s Velocity Upstream = 4.47 ft /s Uniform Velocity Downstream = 4.47 ft /s Uniform Velocity Upstream = 4.47 ft /s Area Downstream = 1.77 ft"2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.015 ft •_ -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs from previous inlet = 0.00 cfs "arryover otal 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 9 = 1.28 - - -- RAINFALL INFORMATION--- - Total Intensity Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.45% Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 84.5585 ft Plan Length = 86.5652 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.04 cfs Invert Elevation Downstream = 468.15 ft Invert Elevation Upstream = 468.53 ft Invert Slope = 0.45% INFORMATION--- - nvert Slope (Plan Length) = 0.44% ac im Elevation Downstream = 472.67 ft Rim Elevation Upstream = 473.12 ft Natural Ground Slope = 0.53% in /hr Crown Elevation Downstream = 469.65 ft Crown Elevation Upstream = 470.03 ft - -- -FLOW INFORMATION--- - HYDRAULIC INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 = 472.07 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 ft Total Time of Concentration = 1.28 min Total Intensity = 12.22 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.90 cfs Uniform Capacity = 7.04 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 18.0000 in HGL Elevation Downstream = 472.07 ft HGL Elevation Upstream = 472.55 ft HGL Slope Area Downstream = 0.57 % ft "2 EGL Elevation Downstream = 472.38 ft EGL Elevation Upstream = 472.86 ft EGL Slope = 0.57 $ Critical Depth = 13.0698 in epth Downstream = 18.0000 in epth Upstream l = 18.0000 in Velocity Downstream = 4.47 ft /s Velocity Upstream = 4.47 ft /s Uniform velocity Downstream = 4.47 ft /s Uniform Velocity Upstream = 4.47 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.014 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 5 Inlet Description = <None> Inlet Type = Undefined Case = Sag computation ongitudinal 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * 9d 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 'k Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 ownstream Pipe = Pipe 9 ipe Material = HDPE Pipe Length = 170.8656 ft Plan Length = 170.8638 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.09 cfs Invert Elevation Downstream = 468.53 ft Invert Elevation Upstream = 469.31 ft Invert Slope = 0.46% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 473.12 ft Rim Elevation Upstream = 474.50 ft Natural Ground Slope = 0.81% Crown Elevation Downstream = 470.03 ft Crown Elevation Upstream = 470.81 ft - -- -FLOW INFORMATION--- - = 0.00 gpd Catchment Area = 0.00 ac Runoff Coefficient = 0.000 = 472.57 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.64 min Total Intensity = 12.65 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.90 cfs Uniform Capacity = 7.09 cfs Skipped flow = 0.00 cfs •infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 472.57 ft HGL Elevation Upstream = 473.53 ft HGL Slope = 0.57 % EGL Elevation Downstream = 472.88 ft EGL Elevation Upstream = 473.84 ft EGL Slope = 0.57 % Critical Depth = 13.0698 in Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Snifo'm Velocity Upstream rea Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 Dotal Efficiency PIPE DESCRIPTION: Pipe 11 - - -- 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 Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow nlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow = 18.0000 in = 18.0000 in = 4.47 ft /s = 4.47 ft /s = 4.47 ft /s = 4.47 ft /s = 1.77 ft°2 = 1.77 ft'2 = NA = 0.014 ft = BEND 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft _ * % 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % _ * % 0.00 % = 100 Year = Tutorial = Pipe 11 = Pipe 10 = HDPE = 12.5201 ft = 12.5201 ft = Circular = 18.00 in = 0.013 = 5.93 cfs = 469.31 ft = 469.35 ft = 0.37% = 0.32% = 474.50 ft = 475.20 ft = 5.59% = 470.81 ft = 470.85 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 7.90 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.59 min = 12.68 in /hr = 0.00 cfs = 7.90 cfs = 5.93 cfs = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = BEND 3 HGL Elevation Downstream = 473.55 ft HGL Elevation Upstream = 473.62 ft Slope = 0.71 % "GL GL Elevation Downstream = 473.86 ft EGL Elevation Upstream = 473.93 ft EGL Slope = 0.71 % Critical Depth = 13.0698 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.47 ft /s Velocity Upstream = 4.47 ft /s Uniform Velocity Downstream = 4.47 ft /s Uniform Velocity Upstream = 4.47 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.155 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 avement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 12 = 2.26% - - -- RAINFALL INFORMATION--- - = 2.21% Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 1.76% Current Pipe = Pipe 12 Downstream Pipe = Pipe 11 Pipe Material = HDPE Pipe Length = 155.6862 ft Plan Length = 159.1471 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.77 cfs Invert Elevation Downstream = 469.43 ft Invert Elevation Upstream = 472.94 ft Invert Slope = 2.26% Invert Slope (Plan Length) = 2.21% Rim Elevation Downstream = 475.20 ft Rim Elevation Upstream = 477.94 ft Ground Slope = 1.76% Natural rown Elevation Downstream = 470.93 ft Crown Elevation Upstream = 474.44 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 = 7.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Intensity = 0.00 in /hr VFotal otal Rational Flow = 0.00 cfs Total Flow = 7.90 cfs Uniform Capacity = 15.77 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 473.77 ft HGL Elevation Upstream = 474.85 ft HGL Slope = 0.69 % EGL Elevation Downstream = 474.08 ft EGL Elevation Upstream = 475.16 ft .EGL Slope = 0.69 % Critical Depth = 13.0698 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.47 ft /s Velocity Upstream = 4.47 ft /s Uniform Velocity Downstream = 8.93 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 = 0.642 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 6 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 utter Cross -Slope = 0.00 ft /ft utter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint. = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 13 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 13 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 7.7944 ft Plan Length = 12.0213 ft Pipe Type = Circular ipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 88.73 cfs Invert Elevation Downstream = 459.13 ft Invert Elevation Upstream = 460.33 ft Invert Slope = 15.58* Invert Slope (Plan Length) = 9.98% Rim Elevation Downstream = 467.20 ft Rim Elevation Upstream = 466.92 ft Natural Ground Slope = -3.59% Crown Elevation Downstream =,461.13 ft Crown Elevation Upstream = 462.33 ft - -- -FLOW INFORMATION - - -- Area = 0.00 ac "atchment unoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 29.86 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.22 min Total Intensity = 12.95 in /hr Total Rational Flow = 0.00 cfs Total Flow = 29.86 cfs Uniform Capacity = 88.73 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 cfs HGL Elevation Downstream = 463.48 ft HGL Elevation Upstream = 463.62 ft HGL Slope = 1.76 W EGL Elevation Downstream = 464.89 ft EGL Elevation Upstream = 465.02 ft EGL Slope = 1.76 W Critical Depth = 22.3272 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 9.51 ft /s Velocity Upstream = 9.51 ft /s Uniform Velocity Downstream = 26.29 ft /s Uniform Velocity Upstream = 25.48 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Awalculated Junction Loss = 0.850 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 14 RAINFALL INFORMATION--- - eturn Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 59.5948 ft Plan Length = 62.6135 ft Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream 4jnMt Elevation Upstream nt 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 Gritical Depth epth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 avement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 15 = Circular - 24.00 in = 0.013 = 21.92 cfs = 460.39 ft = 460.95 ft = 0.94% = 0.89% = 466.92 ft = 467.20 ft = 0.47% = 462.39 ft = 462.95 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 14.93 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 14.93 cfs = 21.92 cfs = 0.00 cfs = 0.00 gpd = 464.47 ft = 465.21 ft = 1.25 % = 464.82 ft = 465.57 ft = 1.25 % = 16.7160 in = 24.0000 in = 24.0000 in = 4.75 ft /s = 4.75 ft /s = 7.51 ft /s = 0.00 ft /s = 3.14 ft"2 = 3.14 ft "2 = NA = 1.386 ft = CB 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % = 0.00 % - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - -- urrent Pipe = Pipe 15 ownstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 43.1483 ft Plan Length = 44.6335 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.99 cfs Invert Elevation Downstream = 464.09 ft Invert Elevation Upstream = 465.22 ft Invert Slope = 2.62% Invert Slope (Plan Length) = 2.5396 Rim Elevation Downstream = 469.73 ft Rim Elevation Upstream = 470.22 ft Natural Ground Slope = 1.13% Crown Elevation Downstream = 465.59 ft Crown Elevation Upstream = 466.72 ft - -- -FLOW INFORMATION--- - = 0.0000 HGL Elevation Downstream 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 = 6.40 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 = 6.40 cfs 0 Uniform Capacity = 16.99 cfs kipped flow = 0.00 cfs nfiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 HGL Elevation Downstream = 468.77 ft HGL Elevation Upstream = 468.98 ft HGL Slope = 0.49 % EGL Elevation Downstream = 468.97 ft EGL Elevation Upstream = 469.19 ft EGL Slope = 0.49 % Critical Depth = 11.7378 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.62 ft /s Velocity Upstream = 3.62 ft /s Uniform Velocity Downstream = 10.93 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 = 0.254 ft - -- -INLET INFORMATION--- - = 0.0000 Downstream Inlet = WYE 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 = 0.0000 in Gutter width = 0.0000 ft Width = 0.0000 ft *onding ntercept 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 = 0.0000 in Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency rate Efficiency allot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 16 - - -- 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 Inlet Time Inlet Intensity nlet Rational Flow nlet 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 - - -- Downstream Inlet nlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % 0.00 % = 100 Year = Tutorial = Pipe 16 = Pipe 6 = HDPE = 7.7836 ft = 9.2782 ft = Circular = 18.00 in = 0.013 = 20.27 cfs = 464.29 ft = 464.58 ft = 3.73% = 3.13% = 469.86 ft = 470.22 ft' = 4.64% = 465.79 ft = 466.08 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 6.40 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 6.40 cfs = 20.27 cfs = 0.00 cfs = 0.00 gpd = 468.96 ft = 469.04 ft = 1.03 % = 469.16 ft = 469.24 ft = 1.03 % = 11.7378 in = 18.0000 in = 18.0000 in = 3.62 ft /s = 3.62 ft /s = 10.76 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft"2 = NA = 0.250 ft = WYE 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = " % - Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs low Intercepted by Current Inlet = 0.00 cfs ypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = ' % Grate Efficiency = ' 96 Slot Efficiency = " % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 17 Pipe Capacity at Invert Slope - - -- RAINFALL INFORMATION--- - in Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 17 ac Downstream Pipe = Pipe 11 ft Pipe Material = HDPE min Pipe Length = 38.7909 ft Plan Length = 41.7016 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 16.52 cfs in Invert Elevation Downstream = 469.43 ft Invert Elevation Upstream = 470.39 ft Invert Slope = 2.48% cfs Invert Slope (Plan Length) = 2.30% cfs Rim Elevation Downstream = 475.20 ft im Elevation Upstream = 474.50 ft atural Ground Slope = -1.80% gpd Crown Elevation Downstream = 470.93 ft Crown Elevation Upstream = 471.89 ft - -- -FLOW INFORMATION--- - = 0.00 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 = 16.52 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 469.43 ft HGL Elevation Upstream = 470.39 ft HGL Slope = 2.48 % ft /s EGL Elevation Downstream = 469.43 ft EGL Elevation Upstream = 470.39 ft EGL Slope = 2.48 % Area Upstream Critical Depth = 0.0018 in Depth Downstream = 0.0000 in Depth Upstream = 0.0000 in elocity Downstream = 0.00 ft /s elocity Upstream 0 = 0.00 ft /s Uniform Velocity Downstream = 9.25 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 = 0.500 ft - -- -INLET INFORMATION - - -- Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope annings n -value qwavement 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 20 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Slan Length ipe 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--- - ,GL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream = MH 6 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in = 0.0000 in 0.0000 ft 0.0000 ft = 0.00 ft /s * % * % * % = 0.00 $ = 100 Year = Tutorial = Pipe 20 = Pipe 18 = HDPE = 43.7567 ft = 45.2532 ft = Circular = 18.00 in = 0.013 = 11.88 cfs = 462.40 ft = 462.96 ft = 1.28% = 1.24% = 468.33 ft = 468.82 ft 1.13% 463.90 ft = 464.46 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.43 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 8.43 cfs = 11.88 cfs = 0.00 cfs = 0.00 gpd = 465.38 ft = 465.84 ft = 1.05 % = 465.73 ft = 466.19 ft = 1.05 % = 13.4982 in = 18.0000 in = 18.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 5.93 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft "2 rea Upstream = 1.77 ft^2 jWj (JLC) = NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 &IPE DESCRIPTION: Pipe 21 -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 21 Downstream Pipe = Pipe 19 Pipe Material = HDPE Pipe Length = 7.7667 ft Plan Length = 9.2512 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 26.37 cfs Invert Elevation Downstream = 462.52 ft Invert Elevation Upstream = 463.01 ft Invert Slope = 6.32% Invert Slope (Plan Length) = 5.30% Rim Elevation Downstream = 468.46 ft Rim Elevation Upstream = 468.82 ft Natural Ground Slope = 4.63% Crown Elevation Downstream = 464.02 ft Crown Elevation Upstream = 464.51 ft - -- -FLOW INFORMATION--- - = 0.00 ac eighted Coefficient Catchment Area = 0.00 Total Time of Concentration ac Runoff Coefficient = 0.500 = 0.00 in /hr Inlet Time = 0.00 cfs min Inlet Intensity = 0.00 Uniform Capacity in /hr Inlet Rational Flow = 0.00 = 0.00 cfs Inlet Input Flow = 8.43 gpd cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac eighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 8.43 cfs Uniform Capacity = 26.37 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream GL Elevation Upstream qw GL 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--- - Downstream Inlet Inlet Description Inlet Type Computation Case 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 Oepth at Curb epth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency • = 465.55 ft = 465.78 ft = 2.93 % = 465.90 ft = 466.13 ft = 2.93 % = 13.4982 in = 18.0000 in = 18.0000 in = 4.77 ft /s = 4.77 ft /s = 6.59 ft /s = 0.00 ft /s = 1.77 ft "2 = 1.77 ft "2 = NA = 0.500 ft = WYE 4 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * 96 * % * 96 0.00 LINE 181 User Name: mpompa Downstream ft ft Junction Project: 1721 STORM DRAIN ALIGN AND ANNO 467.17 467.28 BEND 1 �etwork: 06 - LINE 181 MH 1 467.66 468.15 WYE 1 468.24 469.03 MH 2 Storm Sewers Summary Report WYE 1 ------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up 475.16 475.26 cfs in ft MH 3 ft Pipe 1 60.12 60.00 476.50 470.87 476.58 Pipe 2 60.12 60.00 476.63* 474.21 476.65* Pipe 3 50.75 60.00 476.65* BEND 2 476.68* Pipe 4 43.66 60.00 476.72* 476.75* Pipe 5 43.66 60.00 476.76* 476.81* Pipe 15 7.09 18.00 476.72* 476.84* Pipe 16 14.19 24.00 476.65* 476.87* Pipe 19 7.09 24.00 477.14* 477.16 Pipe 17 7.09 24.00 477.17* 477.20 Pipe 6 43.66 60.00 476.81* 476.85* Pipe 7 36.31 60.00 476.89* 476.89* Pipe 8 36.31 60.00 476.90* 476.93* Pipe 9 36.31 60.00 476.93* 476.96* Pipe 10 9.08 30.00 476.99* 477.01* Pipe 11 9.08 30.00 476.99* 477.01* Pipe 12 10.18 18.00 476.89* 476.99* Pipe 13 10.18 18.00 477.01* 477.15* Pipe 14 10.18 18.00 477.33* 478.72* Pipe 18 10.18 18.00 478.75* 480.29* is • Date: 10 -04 -05 Time: 10:47:23 Page: 1 Invert Down Invert Up Downstream ft ft Junction 466.60 467.17 Outfall 467.17 467.28 BEND 1 467.37 467.66 MH 1 467.66 468.15 WYE 1 468.24 469.03 MH 2 469.16 473.65 WYE 1 468.87 471.84 MH 1 471.97 475.16 CB 7 475.16 475.26 DEFL 1 469.12 469.81 MH 3 469.81 469.90 WYE 2 469.99 470.74 MH 4 470.87 471.50 MH 5 474.00 474.21 CB 1 474.00 474.21 CB 1 471.59 474.12 WYE 2 474.12 474.21 BEND 2 474.21 475.21 BEND 3 475.21 476.08 BEND 4 Storm Sewers Detail Report ------------------------------------------------------- ------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 ft /ft Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 151.8480 ft Plan Length = 151.8469 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 159.50 cfs Invert Elevation Downstream = 466.60 ft Invert Elevation Upstream = 467.17 ft Invert Slope = 0.38% Invert Slope (Plan Length) = 0.38% Rim Elevation Downstream = 475.10 ft Rim Elevation Upstream = 481.04 ft Natural Ground Slope = 3.91% Crown Elevation Downstream = 471.60 ft Crown Elevation Upstream = 472.17 ft - -- -FLOW INFORMATION--- - = 0.00 ft /ft 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 = 60.12 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 7.42 min otal Intensity = 9.30 in /hr otal Rational Flow = 0.00 cfs Total Flow = 60.12 cfs Uniform Capacity = 159.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 476.50 ft HGL Elevation Upstream = 476.58 ft HGL Slope = 0.05 % EGL Elevation Downstream = 476.65 ft EGL Elevation Upstream = 476.73 ft EGL Slope = 0.05 %- Critical Depth = 26.1792 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 3.06 ft /s Velocity Upstream = 3.06 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 7.55 ft /s Area Downstream = 19.63 ft"2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.051 ft - -- -INLET INFORMATION--- - = 0.00 ft /ft Downstream Inlet = Outfall 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 utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Spread = 0.0000 ft "avement otal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 Plan Length - - -- RAINFALL INFORMATION--- - ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Oatchment Area Current Pipe = Pipe 2 = 0.000 Downstream Pipe = Pipe 1 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 26.5688 ft Plan Length = 28.8986 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Total Intensity Pipe Manning's "n" = 0.013 = 0.00 cfs Pipe Capacity at Invert Slope = 167.51 cfs Invert Elevation Downstream = 467.17 ft Invert Elevation Upstream = 467.28 ft Invert Slope = 0.41% Invert Slope (Plan Length) = 0.38% Rim Elevation Downstream = 481.04 ft Rim Elevation Upstream = 480.83 ft Natural Ground Slope = -0.79% Crown Elevation Downstream = 472.17 ft Crown Elevation Upstream = 472.28 ft FLOW INFORMATION--- - Oatchment Area = 0.00 ac unoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 60.12 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 7.27 min Total Intensity = 9.35 in /hr Total Rational Flow = 0.00 cfs Total Flow = 60.12 cfs Uniform Capacity = 167.51 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.63 ft HGL Elevation Upstream = 476.65 ft HGL Slope = 0.05 W EGL Elevation Downstream = 476.78 ft EGL Elevation Upstream = 476.79 ft EGL Slope = 0.05 % Critical Depth = 26.1792 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 3.06 ft /s Velocity Upstream = 3.06 ft /s Uniform Velocity Downstream = 7.83 ft /s Uniform Velocity Upstream = 7.83 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 n] (JLC) = NA alculated Junction Loss = 0.007 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Efficiency = * % AMntercept low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 in /hr - - -- RAINFALL INFORMATION--- - = 0.00 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 175.42 Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 63.8667 ft Plan Length = 66.1963 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 175.42 cfs Invert Elevation Downstream = 467.37 ft nvert Elevation Upstream = 467.66 ft Invert Slope = 0.45% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 480.83 ft Rim Elevation Upstream = 480.52 ft Natural Ground Slope = -0.48% Crown Elevation Downstream = 472.37 ft Crown Elevation Upstream = 472.66 ft - -- -FLOW INFORMATION--- - HYDRAULIC INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 50.75 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 ft Total Time of Concentration = 6.84 min Total Intensity = 9.51 in /hr Total Rational Flow = 0.00 cfs Total Flow = 50.75 cfs Uniform Capacity = 175.42 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - ritical Depth k = 23.9652 in HGL Elevation Downstream = 476.65 = 60.0000 ft HGL Elevation Upstream = 476.68 = 2.58 ft HGL Slope ft /s = 0.04 % ft /s EGL Elevation Downstream = 476.76 = 19.63 ft EGL Elevation Upstream = 476.78 ft GL Slope = 0.04 % ritical Depth k = 23.9652 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 2.58 ft /s Velocity Upstream = 2.58 ft /s Uniform Velocity Downstream = 7.73 ft /s Uniform Velocity Upstream = 7.73 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet nlet Description nlet Type Computation Case 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 4 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File PIPE INFORMATION--- - urrent 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 0 Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream = NA = 0.046•ft = MH 1 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft = 0.00 ft /s * % * % = 0.00 = 100 Year = Tutorial = Pipe 4 = Pipe 3 = HDPE = 110.2822 ft = 112.6111 ft = Circular = 60.00 in = 0.013 = 173.53 cfs = 467.66 ft = 468.15 ft = 0.44% = 0.44% = 480.52 ft = 480.91 ft = 0.35% = 472.66 ft = 473.15 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 43.66 cfs = 0.00 cfs = 0.00 ac = 0.000 = 5.99 min = 9.83 in /hr = 0.00 cfs = 43.66 cfs = 173.53 cfs = 0.00 cfs = 0.00 gpd = 476.72 ft = 476.75 ft = 0.03 % = 476.80 ft = 476.83 ft EGL Slope = 0.03 % Critical Depth = 22.1604 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 2.22 ft /s "elocity Upstream = 2.22 ft /s niform Velocity Downstream = 7.36 ft /s Uniform Velocity Upstream = 7.36 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.004 ft - -- -INLET INFORMATION--- - = * % Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % rate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 Pipe Material - - -- RAINFALL INFORMATION--- - = 0.00 cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Intensity = 0.00 in /hr Current Pipe = Pipe 5 = 0.00 cfs Downstream Pipe = Pipe 4 = 43.66 cfs Pipe Material = HDPE = 0.00 cfs Pipe Length = 174.0371 ft Plan Length = 178.8049 ft Pipe Type = Circular Total Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Total Pipe Capacity at Invert Slope = 175.39 cfs Invert Elevation Downstream = 468.24 ft Invert Elevation Upstream = 469.03 ft Invert Slope = 0.458 Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 480.91 ft Rim Elevation Upstream = 481.97 ft Natural Ground Slope = 0.61% Crown Elevation Downstream = 473.24 ft Crown Elevation Upstream = 474.03 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Intensity = 0.00 in /hr •Inlet Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 43.66 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.65 min Total Intensity = 10.40 in /hr Total Rational Flow = 0.00 cfs Total Flow = 43.66 cfs Uniform Capacity = 175.39 cfs Skipped flow _ -..._ = 0.00 ,cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = Undefined GL Elevation Downstream = 476.76 ft GL Elevation Upstream = 476.81 ft HGL Slope = 0.03 % EGL Elevation Downstream = 476.84 ft EGL Elevation Upstream = 476.88 ft EGL Slope = 0.03 % Critical Depth = 22.1604 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 2.22 ft /s Velocity Upstream = 2.22 ft /s Uniform Velocity Downstream = 7.42 ft /s Uniform Velocity Upstream = 7.42 ft /s Area Downstream = 19.63 ft"2 Area Upstream = 19.63 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.004 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 15 = 480.52 ft - - -- RAINFALL INFORMATION--- - = 480.65 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 15 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 8.9452 ft Plan Length = 9.2368 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 74.39 cfs Invert Elevation Downstream = 469.16 ft Invert Elevation Upstream = 473.65 ft Invert Slope = 58.03% Invert Slope (Plan Length) = 48.61% Elevation Downstream = 480.52 ft •Rim Rim Elevation Upstream = 480.65 ft Natural Ground Slope = 1.43% Crown Elevation Downstream = 470.66 ft Crown Elevation Upstream = 475.15 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 = 7.09 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Bighted Coefficient = 0.000 HGL Elevation Downstream = 476.72 ft 0 ctal Time of Concentration = 0.00 HGL Slope min Total Intensity = 0.00 EGL Elevation Upstream in /hr Total Rational Flow = 0.00 Critical Depth cfs Total Flow = 7.09 Depth Upstream cfs Uniform Capacity = 74.39 Velocity Upstream cfs Skipped flow = 0.00 Uniform Velocity Upstream cfs Infiltration = 0.00 Area Upstream gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 476.72 ft HGL Elevation Upstream = 476.84 ft HGL Slope = 1.54 % EGL Elevation Downstream = 476.97 ft EGL Elevation Upstream = 477.09 ft EGL Slope = 1.54 % Critical Depth = 12.3786 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 4.01 ft /s Velocity Upstream = 4.01 ft /s Uniform Velocity Downstream = 39.15 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 = 0.312 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft annings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 8 Total Efficiency, = 0.00 % PIPE DESCRIPTION: Pipe 16 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 16 Downstream Pipe = Pipe 2 Pipe Material = HDPE Length = 54.2962 ft •Pipe Plan Length = 59.5665 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 52.89 cfs Invert Elevation Downstream = 468.87 ft Invert Elevation Upstream = 471.84 ft Invert Slope = 5.48% Invert Slope (Plan Length) = 4.99% Rim Elevation Downstream = 480.83 ft Rim Elevation Upstream = 480..8.7 ft Natural Ground Slope = 0.07% Crown Elevation Downstream = 470.87 ft Crown Elevation Upstream = 473.84 ft 0 -- -FLOW INFORMATION--- - = 477.18 ft 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 = 14.19 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.42 min Total Intensity = 12.81 in /hr Total Rational Flow = 0.00 cfs Total Flow = 14.19 cfs Uniform Capacity = 52.89 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.65 ft HGL Elevation Upstream = 476.87 ft HGL Slope = 0.39 % EGL Elevation Downstream = 476.97 ft EGL Elevation Upstream = 477.18 ft EGL Slope = 0.39 % Critical Depth = 16.2864 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.52 ft /s Velocity Upstream = 4.52 ft /s Uniform Velocity Downstream = 18.80 ft /s Uniform Velocity Upstream = 14.27 ft /s Area Downstream = 3.14 ft'2 rea Upstream = 3.14 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.276 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % isPIPE DESCRIPTION: Pipe 19 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 19 Downstream Pipe = Pipe 16 Pipe Material = HDPE Pipe Length = 32.7511 ft Plan Length = 34.5465 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 eipe Capacity at Invert Slope = 70.57 cfs nvert Elevation Downstream = 471.97 ft Invert Elevation Upstream = 475.16 ft Invert Slope = 9.79W Invert Slope (Plan Length) = 9.23% Rim Elevation Downstream = 480.87 ft Rim Elevation Upstream = 480.65 ft Natural Ground Slope = -0.67% Crown Elevation Downstream = 473.97 ft Crown Elevation Upstream = 477.16 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 = 7.09 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 = 13.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.09 cfs Uniform Capacity = 70.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.14 ft HGL Elevation Upstream = 477.16 ft HGL Slope = 0.05 % Elevation Downstream = 477.22 ft •EGL EGL Elevation Upstream = 477.24 ft EGL Slope = 0.05 % Critical Depth = 11.3472 in Depth Downstream = 24.0000 in Depth Upstream = 23.9998 in Velocity Downstream = 2.26 ft /s Velocity Upstream = 2.26 ft /s Uniform Velocity Downstream = 14.39 ft /s Uniform Velocity Upstream = 14.39 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.014 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 7 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 Flow = 0.00 cfs •Gutter Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 9, Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -FLOW INFORMATION--- - = 0.00 cfs 0 -- -PIPE INFORMATION--- - = 0.00 ac Current Pipe = Pipe 17 cfs Downstream Pipe = Pipe 19 min Pipe Material = HDPE in /hr Pipe Length = 20.9728 ft Plan Length = 22.4726 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in ac Pipe Manning's "n" = 0.013 = 3.14 ft'2 Pipe Capacity at Invert Slope = 15.61 cfs min Invert Elevation Downstream = 475.16 ft Invert Elevation Upstream = 475.26 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 480.65 ft Rim Elevation Upstream = 480.75 ft Natural Ground Slope = 0.48% Crown Elevation Downstream = 477.16 ft Crown Elevation Upstream = 477.26 ft - -- -FLOW INFORMATION--- - = 0.00 cfs Catchment Area. = 0.00 ac Runoff Coefficient = 0.000 cfs Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 7.09 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 otal Flow = 7.09 cfs Uniform Capacity = 15.61 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 HGL Elevation Downstream = 477.17 ft HGL Elevation Upstream = 477.20 ft HGL Slope = 0.13 % EGL Elevation Downstream = 477.25 ft EGL Elevation Upstream = 477.28 ft EGL Slope = 0.14 % Critical Depth = 11.3472 in Depth Downstream = 24.0000 in Depth Upstream = 23.2085 in Velocity Downstream = 2.26 ft /s Velocity Upstream = 2.28 ft /s Uniform Velocity Downstream = 4.85 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.11 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.103 ft - -- -INLET INFORMATION--- - = 0.0000 Downstream Inlet = DEFL 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding.Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft utter Velocity = 0.00 ft /s urb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 6 = 469.12 ft - - -- RAINFALL INFORMATION--- - = 469.81 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.000 Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 153.5575 ft Plan Length = 155.9551 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 174.51 cfs Invert Elevation Downstream = 469.12 ft Invert Elevation Upstream = 469.81 ft Invert Slope = 0.45% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 481.97 ft Rim Elevation Upstream = 480.88 ft Natural Ground Slope = -0.71% Crown Elevation Downstream = 474.12 ft Crown Elevation Upstream = 474.81 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 nlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 43.66 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.49 min Total Intensity = 10.95 in /hr Total Rational Flow = 0.00 cfs Total Flow = 43.66 cfs Uniform Capacity = 174.51 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.81 ft HGL Elevation Upstream = 476.85 ft HGL Slope = 0.03 % EGL Elevation Downstream = 476.89 ft EGL Elevation Upstream = 476.93 ft EGL Slope = 0.03 % Critical Depth = 22.1604 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 2.22 ft /s Velocity Upstream = 2.22 ft /s Uniform Velocity Downstream = 7.39 ft /s Uniform Velocity Upstream = 7.39 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.037 ft • - -- -INLET INFORMATION--- - Downstream Inlet = MH 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 = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs from previous inlet = 0.00 cfs isarryover otal 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 7 = 3.28 - - -- RAINFALL INFORMATION--- - Total Intensity Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.44% Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 20.5200 ft Plan Length = 22.8498 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 172.41 cfs Invert Elevation Downstream = 469.81 ft Invert Elevation Upstream = 469.90 ft Invert Slope = 0.44% Depth Upstream nvert Slope (Plan Length) = 0.39% ac Rim Elevation Downstream = 480.88 ft Rim Elevation Upstream = 481.26 ft Natural Ground Slope = 1.87% in /hr Crown Elevation Downstream = 474.81 ft Crown Elevation Upstream = 474.90 ft - -- -FLOW INFORMATION--- - INFORMATION--- - Depth Upstream 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 = 36.31 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 EGL Total Time of Concentration = 3.28 min Total Intensity = 11.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.31 cfs Uniform Capacity = 172.41 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - Depth Upstream = 60.0000 in HGL Elevation Downstream = 476.89 ft HGL Elevation Upstream = 476.89 ft HGL Slope Kj (JLC) = 0.02 W Calculated Junction Loss EGL Elevation Downstream = 476.94 ft EGL Elevation Upstream = 476.95 ft EGL Slope = 0.02 % Critical Depth = 20.1408 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 1.85 ft /s Velocity Upstream = 1.85 ft /s Uniform Velocity Downstream = 6.96 ft /s Uniform Velocity Upstream = 6.96 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.003 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 2 Inlet Description = <None> Inlet Type = Undefined Case = Sag computation ongitudinal 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 9, 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 9d Slot Efficiency = * 9d Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 8 = 0.00 ac - - -- RAINFALL INFORMATION--- - = 0.000 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 ipe Material = HDPE Pipe Length = 172.4415 ft Plan Length = 178.8049 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 171.69 cfs Invert Elevation Downstream = 469.99 ft Invert Elevation Upstream = 470.74 ft Invert Slope = 0.43% Invert Slope (Plan Length) = 0.42% Rim Elevation Downstream = 481.26 ft Rim Elevation Upstream = 480.36 ft Natural Ground Slope = -0.52% Crown Elevation Downstream = 474.99 ft Crown Elevation Upstream = 475.74 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 = 36.31 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.67 min Total Intensity = 11.97 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.31 cfs Uniform Capacity = 171.69 cfs Skipped flow = 0.00 cfs • Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.90 ft HGL Elevation Upstream = 476.93 ft HGL Slope = 0.02 % EGL Elevation Downstream = 476.95 ft EGL Elevation Upstream = 476.98 ft EGL Slope = 0.02 % Critical Depth = 20.1408 in Depth Downstream = 60.0000 in Depth Upstream = 6Q,.0.000 in Velocity Downstream = 1.85 ft /s Velocity Upstream = 1.85 ft /s Uniform Velocity Downstream = 6.94 ft /s gftniform Velocity Upstream = 6.94 ft /s rea Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.003 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 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.m ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 8 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * P6 otal 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 = HDPE Pipe Length = 135.4671 ft Plan Length = 140.4542 ft Pipe Type = Circular Pipe Dimensions = 60.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 177.53 cfs Invert Elevation Downstream = 470.87 ft Invert Elevation Upstream = 471.50 ft Invert Slope = 0.47% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 480.36 ft Rim Elevation Upstream = 479.59 ft Natural Ground Slope = -0.57% Crown Elevation Downstream = 475.87 ft Crown Elevation Upstream = 476.50 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 = 36.31 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.40 min Total Intensity = 12.82 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.31 cfs Uniform Capacity = 177.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.93 ft HGL Elevation Upstream = 476.96 ft GL Slope = GL Elevation Downstream . = 476 476.99 ft EGL Elevation Upstream = 477.01 ft EGL Slope = 0.02 % Critical Depth = 20.1408 in Depth Downstream = 60.0000 in Depth Upstream = 60.0000 in Velocity Downstream = 1.85 ft /s Velocity Upstream = 1.85 ft /s Uniform Velocity Downstream = 7.11 ft /s Uniform Velocity Upstream = 7.11 ft /s Area Downstream = 19.63 ft "2 Area Upstream = 19.63 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.027 ft - -- -INLET INFORMATION--- - = 0.00 cfs Downstream Inlet = MH 5 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 Flow = 0.00 cfs 'Gutter Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 10 = 0.51% - - -- RAINFALL INFORMATION--- - = 0.47% Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 41.1452 ft Plan Length = 44.6141 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.29 cfs Invert Elevation Downstream = 474.00 ft Invert Elevation Upstream = 474.21 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 479.59 ft Rim Elevation Upstream = 479.59 ft Ground Slope = 0.00% •Natural Crown Elevation Downstream = 476.50 ft Crown Elevation Upstream = 476.71 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 = 9.08 cfs Inlet Hydrograph Flow = 0..00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min otal Intensity = 0.00 in /hr otal Rational Flow = 0.00 cfs Total Flow = 9.08 cfs Uniform Capacity = 29.29 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 ft /ft HGL Elevation Downstream = 476.99 ft HGL Elevation Upstream = 477.01 ft HGL Slope = 0.06 % EGL Elevation Downstream = 477.04 ft EGL Elevation Upstream = 477.06 ft EGL Slope = 0..06 % Critical Depth = 12.0570 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 1.85 ft /s Velocity Upstream = 1.85 ft /s Uniform Velocity Downstream = 5.26 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.066 ft - -- -INLET INFORMATION--- - = 0.00 ft /ft Downstream Inlet = CB 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 utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Blow 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 40.8647 ft Plan Length = 44.6141 ft Type = Circular •Pipe Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.39 cfs Invert Elevation Downstream = 474.00 ft Invert Elevation Upstream = 474.21 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 479.59 ft Rim Elevation Upstream = 479.59 ft Natural Ground Slope = 0.00% _ Crown Elevation - Downstream = 476.50 ft Crown Elevation Upstream = 476.71 ft - -- -FLOW INFORMATION - - -- atchment Area = 0.00 ac 40 unoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.08 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 = 9.08 cfs Uniform Capacity = 29.39 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = NA HGL Elevation Downstream = 476.99 ft HGL Elevation Upstream = 477.01 ft HGL Slope = 0.06 % EGL Elevation Downstream = 477.04 ft EGL Elevation Upstream = 477.06 ft EGL Slope = 0.06 % Critical Depth = 12.0570 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 1.85 ft /s Velocity Upstream = 1.85 ft /s Uniform velocity Downstream = 5.28 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft "2 j (JLC) = NA alculated Junction Loss W = 0.066 ft - -- - INLET INFORMATION--- - Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 12 RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 10.3248 ft Plan Length = 10.0100 ft Pipe Type = Circular Pipe Dimensions = 1.8.00 in Pipe Manning's "n" = 0.013 = 0.00 min Pipe Capacity at Invert Slope = 51.98 cfs Invert Elevation Downstream = 471.59 ft Elevation Upstream = 474.12 ft lenvert nvert Slope = 25.27% = 0.000 Invert Slope (Plan Length) = 25.27% Total Intensity Rim Elevation Downstream = 480.88 ft Rim Elevation Upstream = 481.21 ft Natural Ground Slope = 3.20% = 0.00 cfs Crown Elevation Downstream = 473.09 ft Crown Elevation Upstream = 475.62 ft - -- -FLOW INFORMATION--- - HYDRAULIC 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 = 10.18 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.85 min Total Intensity = 12.51 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.18 cfs Uniform Capacity = 51.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 14.7492 in Depth Downstream HGL Elevation Downstream = 476.89 ft HGL Elevation Upstream = 476.99 ft HGL Slope = 1.77 ft "2 = 0.97 % = 1.77 ft "2 EGL Elevation Downstream = 477.41 ft EGL Elevation Upstream = 477.50 ft EGL Slope = 0.97 % ritical Depth = 14.7492 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.76 ft /s Velocity Upstream = 5.76 ft /s Uniform Velocity Downstream = 28.82 ft /s Uniform Velocity Upstream = 22.84 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.026 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 13 - - -- RAINFALL INFORMATION---- _ _ Return Period_ = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - -- Afturrent Pipe = Pipe 13 ownstream Pipe = Pipe 12 Pipe Material = HDPE Pipe Length = 14.0319 ft Plan Length = 14.0316 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.41 cfs Invert Elevation Downstream = 474.12 ft Invert Elevation Upstream = 474.21 ft Invert Slope = 0.64% Invert Slope (Plan Length) = 0.64% Rim Elevation Downstream = 481.21 ft Rim Elevation Upstream = 481.55 ft Natural Ground Slope = 2.42% Crown Elevation Downstream = 475.62 ft Crown Elevation Upstream = 475.71 ft - -- -FLOW INFORMATION--- - = 0.0000 ft 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 = 1.77 ft'2 Total Time of Concentration = 0.81 min Total Intensity = 12.54 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.18 cfs Uniform Capacity = 8.41 cfs kipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.0000 ft HGL Elevation Downstream = 477.01 ft HGL Elevation Upstream = 477.15 ft HGL Slope = 0.94 % EGL Elevation Downstream = 477.53 ft EGL Elevation Upstream = 477.66 ft EGL Slope = 0.94 W Critical Depth = 14.7492 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.76 ft /s Velocity Upstream = 5.76 ft /s Uniform Velocity Downstream = 5.76 ft /s Uniform Velocity Upstream = 5.76 ft /s Area Downstream = 1.77 ft'2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.180 ft - -- -INLET INFORMATION--- - = 0.0000 ft Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft width = 0.0000 ft isPonding 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = .0..0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Orate Efficiency = * 96 lot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 14 = 0.013 - - -- RAINFALL INFORMATION--- - = 8.61 cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 in /hr Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 148.6841 ft Plan Length = 148.6808 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.61 cfs Invert Elevation Downstream = 474.21 ft Invert Elevation Upstream = 475.21 ft Invert Slope = 0.67% Invert Slope (Plan Length) = 0.67% Rim Elevation Downstream = 481.55 ft Rim Elevation Upstream = 481.72 ft Natural Ground Slope = 0.11% Crown Elevation Downstream = 475.71 ft Crown Elevation Upstream = 476.71 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Intensity = 0.00 in /hr •Inlet 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 Total Time of Concentration = 0.38 min Total Intensity = 12.84 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.18 cfs Uniform Capacity = 8.61 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.33 ft HGL Elevation Upstream = 478.72 ft HGL Slope = 0.94 % EGL Elevation Downstream = 477.84 ft EGL Elevation Upstream = 479.24 ft EGL Slope = 0.94 % Critical Depth = 14.7492 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 5.76 ft /s Velocity Upstream = 5.76 ft /s Uniform Velocity Downstream = 5.76 ft /s Uniform Velocity Upstream = 5.76 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.026 ft - -- -INLET INFORMATION---- Inlet = BEND 3 •Downstream 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 = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs low Intercepted by Current Inlet = 0.00 cfs ypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 = 478.75 ft - - -- RAINFALL INFORMATION--- - = 480.29 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 18 Downstream Pipe = Pipe 14 Pipe Material = HDPE Pipe Length = 128.4729 ft Plan Length = 129.9699 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.64 cfs Invert Elevation Downstream = 475.21 ft Invert Elevation Upstream = 476.08 ft Invert Slope = 0.68% Invert Slope (Plan Length) = 0.67% Rim Elevation Downstream = 481.72 ft im Elevation Upstream = 481.82 ft Natural Ground Slope = 0.08% Crown Elevation Downstream = 476.71 ft Crown Elevation Upstream = 477.58 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 = 10.18 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 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 = 8.64 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 478.75 ft HGL Elevation Upstream = 480.29 ft HGL Slope = 1.20 % EGL Elevation Downstream = 479.27 ft EGL Elevation Upstream = 480.81 ft EGL Slope = 1.20 % Critical Depth = 14.7492 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Downstream = 5.76 ft /s •Velocity Velocity Upstream = 5.76 ft /s Uniform Velocity Downstream = 5.76 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 = 0.644 ft - -- -INLET INFORMATION - - -- Downstream Inlet = BEND 4 Inlet Description _ = _sNone> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft ing s n -value = 0.000 O:v:n ment Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 6 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 6 Grate Efficiency = * 6 Slot Efficiency = * 6 Total Efficiency = 0.00 6 • • i 1 S \�\ F E 4 ` i ' � 1 I I ' I I LINE 171 STORM DRAIN INDEX MAP MSA CONSULnNG, INC. MmNmo. Smm & ASSCIQA7'84, ING f. B[emmq ■ Cim Emanumm ■ Lmw Smvamm 1►�_.�s 34200 Hae Hie Dwva m Rio !fum a G 92270 r� Tzuwmm (76M 320-M m FAx (76M 323-7W LINE 171 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 10:16:51 _ nTor .,�, ti • nc - r.TmF 111 Paae : 1 Invert Up Downstream Junction ft 470.80 Outfall 474.60 BEND 1 474.76 BEND 2 475.11 CB 1 Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - 18 eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 HGL Elevation Downstream Current Pipe = Pipe 1 ac Downstream Pipe = Outfall EGL Elevation Downstream Pipe Material = HDPE min Pipe Length = 39.8805 ft Plan Length = 39.8800 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 7.44 cfs = 1.77 ft°2 Invert Elevation Downstream = 470.60 ft Invert Elevation Upstream = 470.80 ft Invert Slope = 0.50% cfs Invert Slope (Plan Length) = 0.50% cfs Rim Elevation Downstream = 474.10 ft Rim Elevation Upstream = 483.56 ft Natural Ground Slope = 23.718 gpd Crown Elevation Downstream = 472.10 ft Crown Elevation Upstream = 472.30 ft - -- -FLOW INFORMATION--- - = 0.00 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 = 5.44 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 = 1.77 ft°2 Total Time of Concentration = 0.63 min Ootal Intensity = 12.66 in /hr ctal Rational Flow = 0.00 cfs Total Flow = 5.44 cfs Uniform Capacity = 7.44 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 476.50 ft HGL Elevation Upstream = 476.61 ft HGL Slope = 0.27 % EGL Elevation Downstream = 476.65 ft EGL Elevation Upstream = 476.75 ft EGL Slope = 0.27 % Critical Depth = 10.7910 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 4.60 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.208 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = Outfall 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 utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in avement Spread = 0.0000 ft otal Spread 41Gutter = 0.0000 ft Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 = 18.00 in - - -- RAINFALL INFORMATION--- - = 0.013 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 20.4757 ft Plan Length = 20.1200 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 45.23 cfs Invert Elevation Downstream = 470.80 ft Invert Elevation Upstream = 474.60 ft Invert Slope = 18.89% Invert Slope (Plan Length) = 18.89% Rim Elevation Downstream = 483.56 ft Rim Elevation Upstream = 483.36 ft Natural Ground Slope = -0.97% Crown Elevation Downstream = 472.30 ft Crown Elevation Upstream = 476.10 ft -- -FLOW INFORMATION--- - Oatchment Area = 0.00 ac unoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 5.44 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.52 min Total Intensity = 12.73 in /hr Total Rational Flow = 0.00 cfs Total Flow = 5.44 cfs Uniform Capacity = 45.23 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.81 ft HGL Elevation Upstream = 476.87 ft HGL Slope = 0.27 % EGL Elevation Downstream = 476.96 ft EGL Elevation Upstream = 477.02 ft EGL Slope = 0.27 % Critical Depth = 10.7910 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 17.28 ft /s Uniform Velocity Upstream = 17.28 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 cj (JLC) = NA alculated Junction Loss = 0.116 ft - -- - INLET INFORMATION--- - Downstream Inlet = BEND 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 utter Cross -Slope = 0.00 ft /ft utter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 477.07 ft Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 31.1049 ft Plan Length = 32.6045 ft Pipe Type = Circular ipe Dimensions = 18.00 in ipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.53 cfs Invert Elevation Downstream = 474.60 ft Invert Elevation Upstream = 474.76 ft Invert Slcpe = 0.51% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 483.36 ft Rim Elevation Upstream = 483.26 ft Natural Ground Slope = -0.31% Crown Elevation Downstream = 476.10 ft Crown Elevation Upstream = 476.26 ft - -- -FLOW INFORMATION--- - = 477.07 ft �HGL GL Slope Catchment Area = 0.00 ac Runoff Coefficient = 0.000 EGL Slope Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 5.44 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.35 min Total Intensity = 12.86 in /hr Total Rational Flow = 0.00 cfs Total Flow = 5.44 cfs Uniform Capacity = 7.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 476.99 ft Elevation Upstream = 477.07 ft �HGL GL Slope = 0.27 % EGL Elevation Downstream = 477.13 ft EGL Elevation Upstream = 477.22 ft EGL Slope = 0.27 % Critical Depth = 10.7910 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.08 ft /s Velocity Upstream = 3.08 ft /s Uniform Velocity Downstream = 4.64 ft /s Uniform Velocity Upstream = 4.64 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--- - = Pipe 4 Downstream Inlet = BEND 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 8 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Yr Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - -- RAINFALL INFORMATION--- - Infiltration 0eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe-Length = 41.0131 ft Plan Length = 44.0127 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.33 cfs Invert Elevation Downstream = 474.91 ft Invert Elevation Upstream = 475.11 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 483.26 ft Rim Elevation Upstream = 483.26 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 476.41 ft Crown Elevation Upstream = 476.61 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 = 3.74 cfs r.nlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min otal Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 3.74 cfs Uniform Capacity = 7.33 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 477.57 ft HGL Elevation Upstream = 477.66 ft HGL Slope -. _ = 0. 21.A. - EGL Elevation Downstream = 477.64 ft EGL Elevation Upstream = 477.73 ft EGL Slope = 0.21 % Depth = 8.8668 in Writical epth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.12 ft /s Velocity Upstream = 2.12 ft /s Uniform Velocity Downstream = 4.17 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 = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 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 = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in avement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 % • I I i I I 153 i 164 a 152 \PIPE3 LL MADAGASCAR PIPE 2 151 LINE 271 STORM DRAIN INDEX$ MAP Pff MSA CONSULTING, INC Menu Sams a Assocsem hic ww_ Fummq ■ am, Mimum m ■ Luw lzzw ma p� 94200 Bo® Hors Onus ■ Rmsm m-mm ■ G 92270 1�emm C70 32"M ■ Fnz UW =3-M LINE 271 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 10:53:11 •Network: 07 - LINE 271 Page: 1 Storm Sewers Summary Report ----------------------------------- - - - - -- - Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up cfs in ft ft ft ft Pipe 2 12.27 18.00 Pipe 3 6.13 18.00 r J • Downstream Junction 461.80 462.78 455.00 455.36 Outfall 463.43* 463.68* 455.42 455.73 CB 1 Storm Sewers Detail - Report PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 Current Pipe = Pipe 2 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 71.5476 ft Plan Length = 73.0467 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.45 cfs Invert Elevation Downstream = 455.00 ft Invert Elevation Upstream = 455.36 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 459.50 ft Rim Elevation Upstream = 466.05 ft Natural Ground Slope = 9.15% Crown Elevation Downstream = 456.50 ft Crown Elevation Upstream = 456.86 ft - -- -FLOW INFORMATION--- - = 0.00 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 = 12.27 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.500 = 1.77 ft "2 Total Time of Concentration = 5.31 min Ootal Intensity = 10.11 in /hr ctal Rational Flow = 0.00 cfs Total Flow = 12.27 cfs Uniform Capacity = 7.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 461.80 ft HGL Elevation Upstream = 462.78 ft HGL Slope = 1.36 % EGL Elevation Downstream = 462.55 ft EGL Elevation Upstream = 463.53 ft EGL Slope = 1.36 % Critical Depth = 15.8994 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 6.94 ft /s Velocity Upstream = 6.94 ft /s Uniform velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 6.94 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.654 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Cross -Slope = 0.00 ft /ft �avement utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter width = 0.0000 ft Ponding width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Spread = 0.0000 ft 4pavement otal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % 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 = 61.3561 ft Plan Length = 64.3553 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.46 cfs. Invert Elevation Downstream = 455.42 ft Invert Elevation Upstream = 455.73 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 466.05 ft Rim Elevation Upstream = 466.35 ft Natural Ground Slope = 0.49% Crown Elevation Downstream = 456.92 ft Crown Elevation Upstream = 457.23 ft FLOW INFORMATION--- - atchment Area *Runoff = 0.00 ac Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.13 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.13 cfs Uniform Capacity = 7.46 cfs Skipped flew = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 463.43 ft HGL Elevation Upstream = 463.68 ft HGL Slope = 0.41 % EGL Elevation Downstream = 463.62 ft EGL Elevation Upstream = 463.87 ft EGL Slope = 0.41 % Critical Depth = 11.4858 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.47 ft /s Velocity Upstream = 3.47 ft /s Uniform Velocity Downstream = 4.72 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream. = 1.77 ft"2 Area Upstream = 1.77 ft"2 ] (JLC) = NA alculated Junction Loss = 0.234 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 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 - s -0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 ft Efficiency = * % "ntercept low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % • SEE LINE PIPE 1 PIPE 2 i U �— PIPE 3 J Q Z O LINE 261 STORM DRAIN INDEX$ MAP NT MSA CoxsuLTiNo, Ixc MmmmA SirrH a Assoc ms. INN ID PLANK= ■ CNM RNMU MO . Iatm eoavema 34200 Boa Hone Darya ■ RAx® Mg-m ■ G 92270 TUzpK m p60) 3209811 ■ FAx (760) 323 -7893 Q U � � I w Im U �— PIPE 3 J Q Z O LINE 261 STORM DRAIN INDEX$ MAP NT MSA CoxsuLTiNo, Ixc MmmmA SirrH a Assoc ms. INN ID PLANK= ■ CNM RNMU MO . Iatm eoavema 34200 Boa Hone Darya ■ RAx® Mg-m ■ G 92270 TUzpK m p60) 3209811 ■ FAx (760) 323 -7893 LINE 261 User Name: mpompa Date: 10 -04 -05 Project: 1721 STORM DRAIN ALIGN AND ANNO Time: 11:00:18 isetwork: 08 - LINE 261 Page: 1 Storm Sewers Summary Report --------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream cfs in ft ft ft ft Junction Pipe 1 11.49 18.00 461.80 462.08 455.00 455.12 Outfall Pipe 2 11.49 18.00 462.31* 463.00* 455.12 460.71 BEND 1 Pipe 3 5.75 18.00 463.50* 463.70* 460.84 461.11 CB 1 • v Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - eturn Period = 100 Year ainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 HGL Elevation Downstream Current Pipe = Pipe 1 ac Downstream Pipe = Outfall EGL Elevation Downstream Pipe Material = HDPE min Pipe Length = 23.5436 ft Plan Length = 23.5433 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 7.50 cfs = 1.77 ft "2 Invert Elevation Downstream = 455.00 ft Invert Elevation Upstream = 455.12 ft Invert Slope = 0.51% cfs Invert Slope (Plan Length) = 0.51% cfs Rim Elevation Downstream = 459.50 ft Rim Elevation Upstream = 461.30 ft Natural Ground Slope = 7.65% gpd Crown Elevation Downstream = 456.50 ft Crown Elevation Upstream = 456.62 ft - -- -FLOW INFORMATION--- - = 0.00 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 = 11.49 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 = 1.77 ft "2 Total Time of Concentration = 5.45 min eotal Intensity = 10.05 in /hr otal Rational Flow = 0.00 cfs Total Flow = 11.49 cfs Uniform Capacity = 7.50 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 461.80 ft HGL Elevation Upstream = 462.08 ft HGL Slope = 1.20 % EGL Elevation Downstream = 462.46 ft EGL Elevation Upstream = 462.74 ft EGL Slope = 1.20 % Critical Depth = 15.5160 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 6.50 ft /s Velocity Upstream = 6.50 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 6.50 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.230 ft - -- -INLET INFORMATION--- - = 0.00 Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 avement Cross -Slope = 0.00 ft /ft utter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Spread = 0.0000 ft lWavement otal Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 9d Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 2 Plan Length - - -- RAINFALL INFORMATION--- - ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = &atchment Area Current Pipe = Pipe 2 = 0.500 Downstream Pipe = Pipe 1 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 57.4630 ft Plan Length = 58.6905 ft Pipe Type = Circular Total Time of Concentration Pipe Dimensions = 18.00 in = 10.11 in /hr Pipe Manning's "n" = 0.013 Total Flow Pipe Capacity at Invert Slope = 32.75 cfs = 32.75 cfs Invert Elevation Downstream = 455.12 ft Invert Elevation Upstream = 460.71 ft Invert Slope = 9.77% Invert Slope (Plan Length) = 9.52% Rim Elevation Downstream = 461.30 ft Rim Elevation Upstream = 466.36 ft Natural Ground Slope = 8.81% Crown Elevation Downstream = 456.62 ft Crown Elevation Upstream = 462.21 ft FLOW INFORMATION--- - = &atchment Area = 0.00 ac unoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 11.49 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.30 min Total Intensity = 10.11 in /hr Total Rational Flow = 0.00 cfs Total Flow = 11.49 cfs Uniform Capacity = 32.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = HGL Elevation Downstream = 462.31 ft HGL Elevation Upstream = 463.00 ft HGL Slope = 1.20 W EGL Elevation Downstream = 462.97 ft EGL Elevation Upstream = 463.66 ft EGL Slope = 1.20 % Critical Depth = 15.5160 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 6.50 ft /s Velocity Upstream = 6.50 ft /s Uniform Velocity Downstream = 16.91 ft /s Uniform Velocity Upstream = 16.91 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 (JLC) = Calculated Junction Loss C • O. = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 1 Inlet Description = <None> Inlet Type = Undefined Computaticn Case = Sag Longitudinal Slope = 0.00 ft /ft Manninqs n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft ntercept Efficiency = * % low 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 = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 = 462.34 ft - - -- RAINFALL INFORMATION--- - = 462.61 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HYDRAULIC Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 55.3748 ft Plan Length = 58.8741 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.33 cfs Invert Elevation Downstream = 460.84 ft Onvert Elevation Upstream = 461.11 ft nvert Slope = 0.49% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 466.36 ft Rim Elevation Upstream = 466.61 ft Natural Ground Slope = 0.45% Crown Elevation Downstream = 462.34 ft Crown Elevation Upstream = 462.61 ft - -- -FLOW INFORMATION--- - HYDRAULIC INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 = 463.50 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 5.75 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 ft Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 5.75 cfs Uniform Capacity = 7.33 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = 11.1042 in Depth Downstream HGL Elevation Downstream = 463.50 ft HGL Elevation Upstream = 463.70 ft HGL Slope = 1.77 ft^2 = 0.36 % = 1.77 ft "2 EGL Elevation Downstream = 463.66 ft EGL Elevation Upstream = 463.86 ft GL Slope = 0.36 % ritical Depth = 11.1042 in Depth Downstream = 18.0000 in Depth Upstream 18.0000 in Velocity Downstream = 3.25 ft /s Velocity Upstream = 3.25 ft /s Uniform Velocity Downstream = 4.59 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 = 0.205 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 1 nlet Description = <None> nlet Tyre = 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 = 0.0000 in Gutter width = 0.0000 ft Ponding Width = 0.0000 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 0.0000 in Depth at Pavement /Gutter Joint 0.0000 in Pavement Spread 0.0000 ft Total Spread 0.0000 ft Gutter Velocity 0.00 ft /s Curb Efficiency * 96 Grate Efficiency * % Slot Efficiency * 96 Total Efficiency 0.00 • • AMA IM AFAM Am ar Prepared By: Endo Engineering vim MM M September 2004 1 Endo Engineering Traffic Engineering Air Quality Studies Noise Assessments September 7, 2004 Mr. Rod Grinberg Trans West Housing 9968 Hibert Street - Suite 102 San Diego, CA 92131 SUBJECT: Griffin Ranch Specific Plan and Vesting TTM 32879 Traffic Impact Study Dear Mr. Grinberg; Endo Engineering is pleased to submit this evaluation of the traffic impacts associated with the Griffin Ranch development in the City of La Quinta. The project site is located on 199± acres located east of Madison Street and south of Avenue 54. The proposed Griffin Ranch development includes the development of up to 305 single - family residential dwellings in a gated community with an equestrian center. The proposed project is expected to be completed by the year 2008. The format and content of this report have been approved by the City of La Quinta. The pages which follow briefly summarize in graphic and narrative form: (1) existing circulation conditions in the project vicinity; (2) year 2008 circulation conditions with and without the proposed project; and (3) specific mitigation measures designed to reduce any significant impacts identified to acceptable levels. ' We trust that the information provided herein will be of value in your review the impacts and conditions of approval associated. with the project. Should questions or comments arise regarding the findings and recommendations herein, please do not hesitate to contact ' our offices by telephone, facsimile or electronic mail at'endoengr@cox.net. We look forward to,discussing our findings with you. 1 1 1 Sincerely, ENDO ENGINEERING 1;9), XA4 tar, Vicki Lee Endo, P.E. Registered Professional Traffic Engineer TR 1161 �o Qiof SIO /V" lE f Elkoo TR 1161 j . N 131 1400 (, S TRAFF \� �P l� Of CALtE� 28811 Woodcock Drive, Laguna Niguel, CA 92677 -1330 Phone: (949) 362 -0020 FAX: (949) 362 -0015 GRIFFIN RANCH SPECIFIC PLAN AND VESTING T.T.M. 32879 TRAFFIC IMPACT STUDY EAST OF MADISON STREET SOUTH OF AVENUE 54 CITY OF LA QUINTA September 7, 2004 Prepared For: Trans West Housing 9968 Hibert Street - Suite 102 San Diego, CA 92131 (858) 653 -3003 Prepared By: ENDO ENGINEERING 28811 Woodcock Drive Laguna Niguel, CA 92677 Phone: (949) 362 -0020 FAX: (949) 362 -0015 E -Mail: endoengr @cox.net Table of Contents Section Title Page 1.0 EXECUTIVE SUMMARY ............... ................................ 1 -1 . - Existing Conditions - Circulation Impacts - Recommended Mitigation 2.0 PROJECT LOCATION AND DESCRIPTION ..................... 2 -1 - Project Location - Project Description - Project Phasing Plan - Study Area and Key Intersections - Cumulative Development 3.0 EXISTING CIRCULATION CONDITIONS ....................... 3 -_1 - Surrounding Street System - Current Traffic Volumes - Roadway Capacity Considerations - Applicable LOS Standards - Daily Volume -To- Capacity Analysis - Peak Hour Intersection Analysis - Relevant Circulation Plans - Traffic Signal Warrants - Alternative Transportation Modes - Congestion Management Program (CMP) - Regional Transportation Improvement Plan 4.0 CIRCULATION IMPACT ANALYSIS ............................. 4 -1 - Trip Generation Forecast - Traffic Distribution and Assignment - Future Year 2008 Ambient Conditions - Future Year 2008 +Project Conditions - Traffic Signal Warrants - Other Considerations 5.0 CIRCULATION MITIGATION MEASURES ...................... 5 -1 - Measures Required On -Site - Measures Required Off -Site APPENDIX A. Traffic Count Data B . HCM Methodology and Worksheets C. Traffic Signal Warrant Worksheets D. Traffic Glossary . U List of Figures Number Title Following Page 2 -1 Regional Location ................................................ .... 2 -1 2 -2 "Vicinity Map ....... . .................................................... 2 -1 2 -3 Site Development Plan ........... ....... ......................... .. 2 -1 3 -1 Existing Transportation System ..................................... 3 -1 3 -2 Existing Key Intersection Lane Geometrics ...............:........ 3 -1 3 -3 Current Peak Hour Traffic Volumes ............................... 3 -4 3 -4 Current Daily Traffic Volumes ......................................... 3 -4 3 -5 Adopted Circulation Plan- City of La Quints .:................... 3 -11 3 -6 Typical Cross - Sections - City. of La Quints ......................... 3 -11 4 -1 Site Traffic Assignment .............................................. 4 -2 4 -2 Project - Related Traffic Volumes ............... 4 -2 4 -3 Yeai.2008 .Traffic Volumes - Without Project ..................... 4 -4 4 -4 Year 2008 Traffic Volumes - With Project ........................ 4 =7 5 -1 Year 2008 Intersection Lane Geometrics .......................... 5 -1 . U List of Tables Number Title Page 3 -1 City of La Quinta Daily Capacity Estimates By Roadway Classification ........... ............................... 3 -5 3 -2 Current Daily Volumes and V/C Ratios For Roadways in the Study Area ............................... 3 -7 3 -3 Current Peak Hour Delay and LOS at the Unsignalized Key Intersections ............................... 3 -9 3 -4 Existing Signalized Intersection Peak Hour Delay and LOS Summary .............................. 3 -11 4 -1 Project- Related Traffic Generation ..................... ......... 4 -2 4 -2 Year 2008 Daily Volumes and V/C Ratios For Roadways Adjacent to. Key Intersections .................... 4 -4 4 -3 Year 2008 Unsignalized Key Intersection Peak Hour Delay and LOS Summary .. ....... . .................... 4 -6 4 -4 Year 2008 Signalized Key Intersection Peak Hour Delay and LOS Summary .. .........I ..................... 4 -7 I m 1.0 EXECUTIVE SUMMARY 1.1 EXISTING CONDITIONS 1. All roadway segments adjacent to the key intersections evaluated in the study area are currently operating below capacity (i.e., handling daily traffic volumes which comprise less than 80 percent of the current daily roadway capacity). Current traffic volumes utilize between 6 and 77 percent of the existing daily capacity of the roadway segments within the study area. ' 2. - Although a single overall intersection delay and LOS are not defined for unsignalized intersections with two -way stop control (TWSC) in the Highway Capacity Manual (HCM 2000), it may be concluded that current levels of delay at the intersection of ' Madison Street and the PGA West access located opposite the Griffin Ranch site are acceptable (LOS B or better) during the peak season. ' 3. With one exception, the current peak season AWSC key intersection delay values correspond to overall intersection operation at LOS B or better during the morning and evening peak hours. The intersection of Jefferson Street and Avenue 54 is currently operating at LOS D during the evening peak hour in the peak season. ' 4. The signalized key intersection of Jefferson Street at Highway 111 currently provides acceptable levels of service (LOS C during the morning and evening peak hours). ' 5. Based upon peak season peak hour traffic volumes, three of the five unsignalized key intersections currently meet rural traffic signal warrants, but are operating at acceptable levels of service (LOS D or better).' 1.2 CIRCULATION IMPACTS t 1. Buildout of the proposed project would generate approximately 2,900 daily trip -ends, with 223 trip -ends during the morning peak hour (56 inbound and 167 outbound) and 292 trip -ends during the evening peak hour (184 inbound and 108 outbound). ' 2. With the projected growth in background traffic by the year 2008, all of the roadway segments evaluated except one are projected to be carrying daily traffic volumes that are below their capacity (i.e., that comprise less than 80 percent of their daily ' capacity). Highway 111, east of Jefferson Street, is projected to have a daily volume -to- capacity ratio of 0.86, which would be classified as "near capacity." ' 3. Following the addition of project - related traffic to the year 2008 ambient daily traffic projections, all of the roadway segments evaluated except one are projected to be carrying daily traffic volumes that are below their capacity (i.e., that comprise less ' than 80 percent of their daily capacity). Highway 111,. east of Jefferson Street, is projected to have a daily volume -to- capacity ratio of 0.86, which would be classified as "near capacity." ' 4. Assuming the site access improvements shown in Figure 5 -1, the three unsignalized site access intersections are projected to provide LOS B operation on the approaches with the most delay following project completion in the year 2008. 1 -1 ' 5. With the expected traffic growth in the area, the following three key intersections are projected to operate at LOS E or F in the year. 2008 and require signalization to ' maintain acceptable levels of service: (1) Jefferson Street at Avenue 54, (2) Madison Street at Avenue 54, and (3) Monroe Street at Avenue 54. With and without project- related traffic, all of the signalized key intersections (including the three unsignalized key intersections on Avenue 54 recommended for signalization by the year 2008) are ' projected to provide acceptable levels of service (LOS D or better operation) during the peak hours in the year 2008 with existing lane geometrics. ' 1.3 RECOMMENDED MITIGATION The following mitigation measures should be incorporated in the project to minimize the potential for significant adverse circulation impacts associated with the proposed ' development. ' 1. The project proponent shall dedicate appropriate right -of -way and improve Madison Street and Avenue 54 adjacent to the site, as required by the City La project of Quinta. 2. An on- street Class II bikeway and golf cart path (a minimum of 8 feet wide) shall be ' appropriately striped along Madison Street and Avenue 54 adjacent to the site. 3: A left -turn bay shall be constructed in the median along Madison Street as a refuge and to permit southbound motorists to decelerate out of travel lanes prior to turning ' left into the site access on Madison Street. 4. The final layout and site access design shall be subject to the review and approval of ' the City Traffic Engineer during the development review process, to ensure compliance with City of La Quinta roadway and access design standards. 5.. Clear unobstructed sight distances shall be provided at all site access points and at all internal intersections including the roundabouts. ' 6. Stop signs shall be installed on -site at the proposed access points on Madison Street and Avenue 54 to control exiting site traffic. 7. The project proponent shall provide (at a minimum) the lane geometrics shown in Figure 5 ' -1 at the site access points in conjunction with on -site development. 8. Appropriate street lighting and signage shall be provided as part of the roundabout ' design. 9. The proposed roundabouts on -site should be reviewed by an individual with tdemonstrated expertise in roundabout design. 10. To achieve and maintain the City of La Quinta minimum intersection performance standard of LOS "D" in the year 2008 (with or without project traffic), the project ' proponent may be required to contribute on a "fair- share" basis to the cost of installing traffic signals at the following key intersections: (1) Jefferson Street at Avenue 54, (2) Madison Street at Avenue 54, and (3) Monroe Street at Avenue 54. 11. The project proponent may be required to participate in a traffic mitigation fee program which would ensure that a "fair-sh are". contribution is made to future roadway infrastructure improvements of area -wide benefit. ' 1 -2 2.0 PROJECT LOCATION AND DESCRIPTION 2.1 PROJECT LOCATION The project site is comprised of approximately 199 gross acres, generally located in the southeastern portion of the City of La Quinta. The land is currently vacant and used for agriculture. Figure 2 -1 depicts the project.site in its regional context. Figure 2 -2, the Vicinity Map, depicts the study area and the existing key intersections. As shown therein, the project site is more precisely located on the southeast.corner of the intersection of Madison Street and 54th Avenue, opposite the PGA West development. 2.2 PROJECT DESCRIPTION The proposed Griffin Ranch project includes a Specific Plan to address the requested downgrading of Madison Street from a six -lane major roadway to a four -lane primary roadway and a Tentative Tract Map (TTM 32879) addressing a gated residential development with up to 305 private residential lots and equestrian facilities on 192.7 net acres. Figure 2 -3 illustrates the Site Development Plan, including the proposed site access and internal circulation system. The proposed development would include the development of single - family residential dwellings in a gated community. A 39.8 -acre parcel located in the middle of the project (adjacent to Avenue 54) is not part of the proposed project and would remain a horse ranch. Site Access and Internal Circulation The main site access will be gated and is.proposed on Madison Street, opposite the existing PGA West gated access. It is located approximately 2,000 feet south of Avenue 54 and 650 feet north of the southern site boundary. The project also proposes two urisignalized access points on Avenue 54; one on either side of the 39.8 -acre parcel that is not part of the proposed project. The western site access is proposed approximately. 855 feet east of Madison Street. The eastern site access is proposed approximately 875 feet west of the eastern site boundary (about 3,080 feet east of Madison Street or 2,200 feet west of Monroe Street). Internal circulation on -site will accomplished via 6.3 acres of dedicated private streets. Street "A" will permit entry to the, site from Madison Street and 54th Avenue (via the eastern site access). Street "B" will permit entry from 54th Avenue and extend south to Street "A ", where a roundabout is planned to facilitate access to the equestrian center by vehicles towing horse trailers. Similarly, a roundabout is planned where Street "A" intersects Street "C" (which will permit the most direct access to the equestrian center from Madison Street). Street "CC" will extend north -south along the eastern site boundary and east -west across the majority of the site, terminating in a cul -de -sac near the equestrian center. This roadway, while long and straight, is, for the most part, a single- loaded residential street that will collect traffic and intersect several roadways that essentially forms three internal loop roads with Street "A ". 2 -1 Figure 2 -1 Regional Location V ndo Engineering Scale: 1 " = 13.3 Miles Sa_n Bernardino_... 10 ._-- •-- - - -• -- • - -- Riverside County. —• - -� _ i 62 - -• Riverside• • Desert �- 60 Bang Ong Ca azon Hot Springs 91 Moreno Valley 111 •� Q • Cathedral Palm City Springs . Palm Desert 15 74 Rancho • Indio ` Sun Hemet Mirage 0 -�• Cty Indian LaQ uinta 10 Wells •� 215 Project 111 / 74 Site Lake / Elsinore Murrieta Hot / 371 Salton .....:...;.•. Sea Temecula Springs • f - - -•—� 79 •�•`• - -• —•— --- • - - -•— . —• __ _ - °. •— -- •- San Diego County �_0 CD �C) 0 c P . i - V ndo Engineering Scale: 1 " = 13.3 Miles Figure 2 -2 Study Area and Key Intersections Highway 111 Avenue 48 Legend � Project Site • Key Intersection Site Access Avenue 50. Avenue 52 Avenue 54 ' Q 0 � Projec.' C` Site o a). o U) Airport Blvd. 1 � c o CO Avenue 58 ' !Undo Engineering Scale: 1 " = 3770' Figure 2 -3 Site Development Plan ....- •� —, - - -- — — -- — — — — — — — — — r�- - - - - -- I _ J. . -.L =' A. I • � -�� \�'' � , y- , �: , • �- �. ��- ,�"`�;� iii i i --• /;ii � %�_ .. - � -,,. ;.; - ,;;6�= I 'ail Scale: 1 500' Source: MSA Inc. " = Existing and Proposed General Plan and Zoning Designations The proposed Griffin Ranch project is consistent with the existing General Plan Land Use ' and zoning designations on -site. The project site is currently designated LDR (Low Density Residential) and VLDR (Very Low Density Residential) in the La Quinta General Plan, with a permitted residential density of up to 4 units per acre and up to 2 units per ' acre, respectively. The current zoning. on -site is RL (Residential Low) and RVL (Residential Very Low) with an Equestrian Overlay. 2.3 PROJECT PHASING PLAN The project would be phased and built over a three -year period. For the purposes of the traffic analysis, the traffic study assumed. that the project would begin construction in late spring.of 2005 and be completed and occupied by the year 2008. 2.4 STUDY AREA AND KEY INTERSECTIONS Based upon coordination with the City of La Quinta, the study area has been identified as well as six existing key intersections, as shown in Figure 2 -2. Morning and evening peak hour levels of service were analyzed at the following existing key intersections: Jefferson Street @ Highway 111; • Jefferson Street @ Avenue 54; • Madison Street @ Avenue 54; 2.5 CUMULATIVE DEVELOPMENT • Monroe Street @ Avenue 54; • Madison Street @ Avenue 58; and • Madison Street @ PGA West Access. Cumulative development is currently occurring at a variety of locations throughout the City of La . Quinta and the Coachella Valley at a rapid pace. From January 2002 to January 2003; the Cities of Coachella, La Quinta, and. Indio were the fastest growing cities in the Coachella Valley. The City of Coachella grew by 10.1 percent, the population of La Quinta grew by 5.9 percent, and the population of Indio grew by 4.4 percent during that 12 -month interval. During the same period, Riverside County as a whole experienced a population growth of 3.7 percent. Cumulative development was addressed herein by reflecting the anticipated traffic growth on the circulation network in the study area, based on historical 24 -hour traffic counts at two locations. Published 24 -hour CVAG traffic count data for Madison Street, south of Avenue 54, indicates a 9 percent annual traffic growth rate from the year 1998 to the year 2003. This annual traffic growth rate was assumed for the key intersections on Monroe Street, Madison Street, and Avenue 54 at the site access points. Twenty -four hour traffic counts from 1998 to 2003 were also available.for Jefferson Street, south of Highway 111. Based upon this traffic count data, the intersection of Jefferson Street and Highway 111 has experienced an annual traffic growth rate of 2.7 percent. Based upon coordination with the City of La Quinta, the the north /south through movements at the intersection of Jefferson Street and Avenue 54 were assumed to experience an annual traffic growth rate of 2.7 percent. All other turning movements at this intersection were assumed to be increasing at a rate of 9 percent per year. The 2.7 percent growth rate reflects the lower anticipated traffic growth from the nearly completed PGA West development. 2 -2 L� 3.0 EXISTING CIRCULATION CONDITIONS Regional access to the City of La Quinta is available from State Highway 111 and Interstate 10. Local access is available from Airport Boulevard and Jefferson Street. Direct site access will be taken from Madison Street and Avenue 54. Figure 3 -1 depicts. the existing circulation system in the vicinity of the project site. The number of mid -block through lanes are shown as well as whether or not each roadway is a. divided or undivided facility. Divided facilities typically provide sufficient pavement width for left -turn pockets at intersections or mid -block at median openings. Undivided facilities require left- turning motorists to queue in the through lane, thereby reducing the carrying capacity of the roadway. The existing traffic control devices and posted speed limits are shown in Figure 3 -1, based upon field reconnaissance in the project vicinity. The intersection approach lanes and traffic control at the existing key intersections are shown in Figure 3 -2. 3.1 SURROUNDING STREET SYSTEM Jefferson Street runs north /south and is a six -lane divided major arterial with a posted speed limit of 55 mph from Highway 111 to Avenue 54. North of Highway 111, Jefferson Street is a four -lane divided major arterial with a posted speed limit of 40 mph. South of Avenue 54, Jefferson Street becomes PGA Boulevard, a four -lane divided facility with a 35 mph posted speed limit. Jefferson Street is currently controlled by an all -way stop at Avenue 54 and by traffic signals at Avenue 50, Avenue 48, and Highway 111. The intersections of Jefferson Street and Avenue 52 is a roundabout. Madison Street is a north /south arterial with a 50 mph posted speed limit. Four -lane roadway segments and accompanying improvements exist on Madison Street where development has occurred. From Avenue 58 to the project site, Madison Street provides a four -lane divided cross - section (where the adjacent land on both sides of the roadbed has been developed in conjunction with the PGA West Specific Plan). North of Avenue 58, Madison Street has one southbound lane and two northbound lanes. Adjacent to the project site, Madison Street includes two southbound lanes, with one northbound lane. Madison Street does not extend between Avenue 54 and Avenue 52, or between Avenue 50 and Highway 111. Madison Street is a four -lane divided roadway south of Avenue 58. Madison Street is currently controlled by an all -way stop at the intersection of Avenue 54 and at Avenue 58. A traffic signal controls the intersection of Madison Street and Airport Boulevard. Monroe Street is a north/south 2 -lane undivided roadway with a prima facie speed limit ' of 55 mph near Avenue 54. Monroe Street is improved as a two -lane undivided roadway . near the intersection with Avenue 54 and the intersection is controlled by an all -way stop. C] Avenue 54 is an east/west two =lane undivided roadway with 26± feet of pavement, east of Madison Street. This section of Avenue 54 does not have curbs, gutters, sidewalks or street lights. West of Madison Street, Avenue 54 has a raised, landscaped median and has been fully improved to provide a four -lane divided cross - section. The eastbound portion of. the roadway has improvements that were completed in conjunction with the development of the PGA West Specific Plan including curbs, gutters, sidewalks, streetlights and landscaping. The westbound side has recently been improved during development of the Hideaway project. West of Jefferson Street, Avenue 54 narrows to a 2-lane undivided 3 -1 D i 50 Highway 111 4D ja, 2D a5 4 Avenue 48 c CD U 6D 2U 2D ® 7 � as Avenue 50 TM 2 Avenue 52 Figure 3 -1 Existing Transportation System Legend 2U Number of Through Lanes --� D = Divided U = Undivided STOP Sign 0 Signalized Intersection ❑ All Way Stop Control O- Roundabout ® Posted Speed Limit 6D 2U ® 2U so 4D 2U 2U tt - -� Avenue 54 U. Q roject ?: <' o Site CL 4D' 4D 5o Airport Blvd. m • a� 4D- 0 50 CZ 2U 45 50 2U Avenue 58. 50 �Vndo Engineering 4D Scale: 1 " = 3770' IN C 0 a� a� U) Highway 111 Avenue 48 Avenue 50 111 LJ Q c� ject:::::;::::' Site c C 0 a� a� U) Highway 111 Avenue 48 Avenue 50 Figure 3 -2 Existing Key Intersection Lane Geometrics . Legend L Exclusive Right -Turn Lane �— Through Lane Exclusive Left -Turn Lane �= Optional Through /Right Lane E� Optional Through /Left Lane �— Optional Through /Right/Left Lane Signalized Intersection R. All Way Stop Control Stop Sign Avenue 54 Avenue 52 LJ Q c� Figure 3 -2 Existing Key Intersection Lane Geometrics . Legend L Exclusive Right -Turn Lane �— Through Lane Exclusive Left -Turn Lane �= Optional Through /Right Lane E� Optional Through /Left Lane �— Optional Through /Right/Left Lane Signalized Intersection R. All Way Stop Control Stop Sign Avenue 54 Avenue 58 T VNIEndo Engineering Scaler 1" = 3770' Q c� ject:::::;::::' Site c in Airport Blvd. CD `�— cn c o LJ _ Cz Avenue 58 T VNIEndo Engineering Scaler 1" = 3770' eroadway with a prima facie speed of 40 mph. The intersections of Avenue 54 with Jefferson Street, Madison Street, and Monroe Street are all -way stop - controlled intersections. Avenue 58 is an east/west roadway with a prima facie speed of 45 mph (west of Madison Street) and a 50'mph posted speed limit, east of.Madison Street. Avenue 58 is generally a ' two -lane undivided roadway in the vicinity of Madison Street, except adjacent to the PGA West Specific Plan area ( east of Madison Street). ' 3.2 CURRENT TRAFFIC VOLUMES Average daily traffic (ADT) volumes are the total volume passing a point or segment of a highway facility in both directions on an average day during a specified interval (which can be the peak month or weekdays etc.). The average daily traffic averaged over a full year is referred to as the annual average daily traffic, or AADT. Peak season, (winter) weekday traffic volumes have historically been determined with 24- hour machine counters placed at various locations throughout the Coachella Valley. The Coachella Valley Association of Governments (CVAG) compiles the 24 -hour traffic count ' data and publishes traffic census reports annually. The most recent CVAG traffic count data was collected in the peak season (winter) of 2003. For State Routes such as Highway 111, traffic count data is published annually by Caltrans including the AADT, the peak month ADT and the peak hour volume. The Highway 111 peak hour volume (2,300 vehicles per hour) was 9.6 percent of the 2003 AADT (24,000 vehicles per day) between Washington Street and Madison Street, and 8.4 ' percent of the 2003 peak month ADT (27,500 vehicles per day).. In.the year 2003, the.peak month ADT (which represents the ADT for the month of heaviest flow) was 14.6 percent larger than the AADT. This indicates that the traffic volume on Highway 111 in the peak season is 14.6 percent greater than the average annual traffic volume. However, the seasonal variation between summer volumes and winter volumes is even larger than 14.6 percent, because traffic volumes in the summer months are lower than the average annual traffic volumes in the study area. Between 2002 and 2003, the peak hour traffic volume on Highway 111 increased by 50 vehicles per hour (or 2.2 percent). During the same period, the AADT increased by 500 vehicles per day (2.1 percent) and the peak month ADT increased by 500 vehicles per day (1.9 percent). New Traffic Count Data Typically, morning and evening peak hours are evident on urban commuter routes on weekdays, with the evening peak being generally more intense than the morning peak. t However, commuter travel patterns can vary in response to local travel habits and environments. Traffic analyses focus on the peak hour traffic volume because it has the highest capacity requirements and represents the most critical period for operations. ' To document the current traffic volumes in the study area, weekday morning and evening peak hour traffic counts were made by Counts Unlimited, Inc.. at the existing key intersections on August 3, 4, and 5, 2004. Manual turning movement counts were made ' continuously between 7:00 a.m. and 9:OO a.m. and again between 4:00 p.m. and 6:00 p.m. in an effort to quantify the highest volume over a consecutive 60- minute interval. 1 LJ 1 �I 1 Two 24 -hour machine traffic counters were also used in the study area to document the percentage of the daily traffic volume that occurs in the evening peak hour and permit a seasonal traffic variation adjustment factor to be identified. A 24 -hour traffic count was made on Jefferson Street (south of Highway 111) and on Madison Street (south of Avenue 54). The peak hour and 24 -hour traffic count data are included in tabular form by 15- minute intervals in Appendix A. The 24 -hour traffic count made adjacent to the project site on Madison Street revealed that the highest hourly volume hour occurred between 2:00 p.m. and 3:00 p.m. (rather than the expected 4:00 p.m. to 6:00 p.m.) and included 552 vehicles or 9.6.percent of the 24 -hour volume. The 24 -hour traffic count on Jefferson Street, south of Highway 111, also showed that the highest hourly volume occurred between 2:00 p.m. and 3:00 p.m. The highest hourly volume was 1,457 vehicles (8.1 percent of the 24 -hour volume). . The selection of an appropriate hour for planning, design, and operational purposes is critical in providing an adequate level of service for every (or nearly every) hour of the year. For urban roadways, a design hour for the repetitive weekday peak periods is common. However, to avoid substantial congestion during the highest- volume hours, local data is required on which to base a informed judgments, The Highway Capacity Manual (HCM 2000) states that as a general guide, the most repetitive peak volumes may be used for the design of new or upgraded facilities. Commuter and business- oriented travel typically exhibits more uniform travel patterns than recreational travel (which can create substantial variations in traffic volumes). Since commuter travel in the study area appears to peak between 2:00 p.m. and 3:00 p.m., it was determined that the traffic count data collected at the key intersections between 4:00 p.m. and 6:00 p.m. should be increased proportionately to reflect the higher volumes identified in the highest - volume hour from the two 24 -hour traffic counts in the study area. Highest- Volume Hour Correction The 24 -hour traffic counts at both locations identified the hour with the highest traffic volume as occurring between 2:00 pm and 3:00 pm. Many employees from the golf courses and resorts, as well as construction workers in the area, leave work during this time interval, creating an earlier than normal commuter peak travel hour in the vicinity of the proposed project. The evening peak hour turning movement traffic count data at each of the key intersections was proportionately increased to reflect the highest - volume hour conditions identified at the closest 24 -hour count location. The adjustment for the early peak hour was applied to all roadway segments south of Highway 111. . The turning movement traffic count data collected at the intersection of Jefferson Street and Avenue 54 was increased based on the highest- volume hour data identified by the 24 -hour traffic count on Jefferson Street, south of Highway 111. The turning movement counts made between 4:00 p.m. and 6:00 p.m. at the other four existing key intersections were increased to reflect the highest- volume hour data based on the 24 -hour traffic count made on Madison Street. The adjustments reflected the difference between the northbound plus southbound volume observed from 2:00 p.m. to 3:00 p.m. and that counted during the highest consecutive 60- minute interval from 4:00 p.m. to 6:00 p.m. The intersection of Jefferson Street and Highway 111 includes a substantial volume of regional traffic which exhibits more traditional commuter traffic flow patterns. Therefore, the traffic count data for the six movements through the intersection of Jefferson Street and Highway 111 that involved travel to or from the south leg of Jefferson Street were increased by 24 percent to reflect conditions in the highest - volume hour (between 2:00 3 -3 '. P.M. and 3:00 p.m.). The east -west through traffic count data on Highway 111 was not adjusted and assumed to accurately reflect evening peak hour conditions. ' Seasonal Traffic Variations Seasonal fluctuations in traffic demand reflect trip purposes and the activity of the area ' served by the roadways. The Coachella Valley is relatively isolated from neighboring urbanized regions and. is home to hundreds of resort facilities and retirement communities. In the Coachella Valley, a large tourist and retired population, supported by large service ' sector employment, generates travel patterns that are in many ways atypical of Southern California. Approximately 3.5 million people visit the Coachella Valley each year. The tourist season extends from October to May, with the peak of the season beginning in ' January and ending in March. Since Interstate 10 is removed from the majority of the urbanized areas, it is under utilized by local inhabitants. This places pressure on State Highway 111. As more east -west roads are constructed to serve this travel demand, additional alternative routing will be possible. As a result of the rapid pace of development currently underway in the City of La Quinta (and throughout the Coachella Valley) the 24 -hour traffic counts made on August 3, 2004 ' were substantially greater than the CVAG year 2003 peak season (winter) 24 -hour traffic count data for the same roadways. The 24 -hour traffic count made on Jefferson Street ' (south of Highway 111) on August 3, 2004 was 14 percent greater than the winter 2003 CVAG 24 -hour traffic count. Similarly, the summer 2004 24 -hour traffic count made on Madison Street (south of Avenue 54) was 65 percent greater than the 24 -hour CVAG count in the winter of 2003. ' Even though the expected reduction in summer season traffic was not apparent from the two 24 -hour traffic counts made in August, a seasonal correction factor of 20 percent was ' applied to the traffic count data from all of the existing intersections to increase the summer count data to reflect year 2004 peak season conditions. Figure 3 -3 provides the resulting weekday morning and evening peak hour turning movement traffic volumes at the key ' intersections for year 2004 peak season conditions. Daily Volume Estimates ' For those roadway segments adjacent to the key intersections where 24 -hour traffic count data was not available, current daily traffic volumes were estimated from the evening peak hour traffic volumes. The daily volume estimates were made based on the percentage of ' the daily volume expected to occur in the highest volume hour, as determined at the closest 24 -hour traffic count location. The year 2004 daily projected volumes on Highway 111 were based upon the peak hour ' counts, a 20 percent seasonal correction factor, and the percentage ,of the peak month daily traffic during the peak hour provided in the Caltrans year 2003 traffic counts. Figure 3 -4 illustrates the current daily traffic volumes throughout the study area on a typical weekday. ' CVAG traffic counts from the winter of 2003 are provided in Figure 3 -4 for those roadway segments which are not adjacent to an existing key intersection. ' 3.3 ROADWAY CAPACITY CONSIDERATIONS Roadway capacity is the maximum number of vehicles that can pass over a given roadway during a given time period under prevailing roadway, traffic and control conditions, ' assuming no interference from downstream traffic operations. A roadway's ability to ' 3 -4 I • ■ I �r CO C') t49n8. ` E 0 720/892 .j L (- 142/194 78/115 J & ,; 528/1007 -,- N 'CYO) CD 124/288 iI N C r v 214/491 2/4. T Cl) 35/32 11/14 2/4-► T N 1 /2-i o T C a� a� a� U) Highway 111 Avenue 48 Avenue 50 Avenue 52 177/129 34/6 ca 74/144 -> cn o / 307/269 -� ?I o CO N t29/69 N � 88/126 a ..1 l.� 8/14 r M 13/16) LO/8J 78/152 -> a N r 34/69 32/2 1/4 Avenue 54 20/26) 11 /39-► - 4/6-, N 2 V ndo Engineering Figure 3 -3 Current Peak Hour Traffic Volumes Legend 'x-5 /8 AM /PM Peak Hour Turning Volume A o `or° rn t29/69 N � 88/126 ..1 l.� 8/14 13/16) d' 78/152 -> a N 8/2� o T Avenue 54 1 C0 C Airport Blvd. Avenue 58 Scale: 1 " = 3770' Figure 3 -4 Current Daily Traffic Volumes (2004 Peak Season) [29,990] [29,4001 Highway 111 CO r o rn N Avenue 48 0— LO 4,731 Avenue 50 cli 10,403 5,933 Avenue 52 0 am M a 7 O CO N Q In 0 `� CL 1NISndo Engineering S O Q) N C a) � C �v Airport Blvd. (D a� CCD O( N ri 0y cC [900]' [1,660] Avenue 58 0 LO L ILL Legend 1,000 CVAG 2003 ADT [1,00012004 Peak Season Daily Volume Estimate 00 24 -Hour Traffic Count on 8/03/2004 Avenue 54 T Scale: 1" = 3770' handle different traffic demands can. be described in terms of levels of service (LOS). Levels of service are a relative measure of traffic operating conditions and driver satisfaction, based upon prevailing traffic volumes in relation to roadway capacity. LOS values range from A (free flow) to F (forced flow). Levels of service reflect a number of factors such as speed and travel time, traffic interruptions, vehicle delay, freedom to maneuver, driver comfort and convenience, and vehicle operating costs. An important distinction, exists between the concepts of capacity and levels of service. A given lane or roadway may provide a wide range of service levels depending upon traffic volumes and speeds, but it has only one maximum capacity. The maximum capacity is determined from roadway factors (such as lane widths, lateral clearance, shoulders, surface conditions, alignment and grades) as well as traffic factors such as vehicle composition (truck and bus mix), distribution by lane, peaking characteristics, traffic control devices, intersections, etc. It is usually given as the hourly service volume at the upper limit of LOS E because the volume of traffic that can be served under the stop- and -go conditions associated with LOS �F is lower than that possible at LOS E; therefore, the upper limit of LOS E corresponds to the maximum flow rate or "physical' capacity of the facility. The upper limit of LOS E represents the absolute maximum capacity under ideal conditions on typical master planned roadways. Ideal conditions assume good weather, good pavement conditions, users familiar with the facility, level terrain, only passenger cars in the traffic stream, no pedestrians or curb parking, and.no incidents impeding traffic flow. The LOS E maximum capacity values reflect the absolute maximum volume under ideal conditions (assuming improvement to full standards under optimum operating conditions). This level of service is characterized by unstable flows, extremely high volumes, limited operating speeds, and intermittent vehicle queuing. The maximum capacity values shown in Table 3 -1 have been applied at the General Plan level as guidelines relating the daily traffic volume to the number of lanes needed mid -block to serve that volume. The roadway capacity estimates in Table 3 -1 are "rule -of- thumb" estimates affected by site specific factors such as the number and configuration of intersections, the degree of access control., roadway grades, substandard design geometrics (horizontal and vertical alignment), sight distance, the level of truck and bus traffic, the percentage of turning movements, and the level of pedestrian and bicycle traffic. Table 3 -1 City of La Quinta Maximum Daily Capacity By Roadway Classification Classification Typical Lane Configurationa Daily Capacityb Major Arterial 6 -Lane Divided Roadway 57,000 Vehicles/Day Primary Arterial 4 -Lane Divided Roadway 38,000 Vehicles/Day. Secondary Arterial 4 -Lane Undivided Roadway 28,000 Vehicles/Day Collector Street 2 -Lane Undivided Roadway 14,000 Vehicles/Day . Local Street 2 -Lane Undivided Roadway 9,000 Vehicles/Day a. Format is: number of mid -block through lanes - undivided or divided roadway.. b. The daily capacity values shown have been applied by the City of La Quinta at the General Plan level as guidelines relating the daily traffic volume to the number of lanes needed mid -block to serve that volume. Where it is not feasible to add additional mid -block through lanes, localized mitigation may be needed (e.g. additional turn lanes at intersections, access restrictions, signal synchronization, etc.) to ensure that acceptable peak hour levels of service are maintained. 3 -5 For planning. purposes, "design" capacities at the upper limit of LOS D are often used because they ensure a more acceptable quality of service to facility users than the "physical" carrying capacity of the roadway and because of the expense required to achieve a better ' level of service. The City of La Quinta has established LOS D as a peak hour system performance standard or design guideline for traffic volumes on the roadway system. ' LOS D represents high density but stable flow, with tolerable operating speeds being maintained albeit significantly affected by changes in operating conditions. 'With LOS D, i fluctuations in volume and temporary restrictions to flow may cause substantial drops in operating speeds. 3.4 APPLICABLE LOS STANDARDS L, All State Highways within Riverside County have been designated as part of the CMP System of Highways and Roadways. State Highway 111 (from Interstate 10 to the Imperial County line) is designated as part of the' CMP System of Highways and Roadways. The minimum LOS standard for intersections and segments along the CMP System of Highways and Roadways is LOS "E ". Intersections or street segments that drop to LOS "F" are subject to the development of a deficiency plan. Minimum level of service performance standards have been established by the City of La Quinta that .apply to the roadways and intersections located within the study area. Since. peak hour traffic creates the heaviest demand upon the circulation system and the lane configuration at intersections is the limiting factor in roadway capacity, peak hour intersection capacity analyses are .indicators of "worst- case" conditions and used to determine required mitigation. The City of La Quinta requires the HCM 2000 methodology to be used to determine mitigation and has adopted a circulation policy that level of service "D" or better operation shall be maintained in the peak hours of the peak season at intersections throughout the City: Any project which does not meet the performance standard is considered to have a significant impact that warrants mitigation. The analysis herein addresses whether or not the required level of service will be achieved after the proposed project is constructed. Intersections not meeting the required LOS standard have been evaluated both with and without mitigation to demonstrate that the required level of service will be achieved. Roadway segments have been evaluated with a daily link analysis to facilitate an understanding of which segments may need widening to provide additional master planned through lanes and how soon widening may be needed. No single.overall intersection level of service is defined for intersections with two -way stop control (TWSC). The operation of TWSC intersections is reviewed on a cases -by -case basis by the City of La Quinta, based upon evaluation with the HCM 2000 methodology. When unacceptable operation is projected on the minor leg approach at a TWSC intersection, mitigation is typically required in the form of geometric improvements or signalization of the intersection (if traffic signal warrants are met). 3.5 DAILY VOLUME -TO- CAPACITY ANALYSIS .A comparison of daily traffic volumes to the daily capacity gives the proportion of the roadway capacity being utilized by the traffic volumes present. Daily volume -to- capacity ratios reflect mid -block operations based upon daily traffic volumes and capacities derived from the number of through lanes available on each roadway. Therefore,-a volume -to- capacity (V /C) ratio of 1.0 indicates that the facility is handling the maximum traffic volume that it can accommodate at the maximum capacity of the facility. Smaller volume -to- 3 -6 capacity ratios imply better operational characteristics. Ratios which exceed 1.0 imply less favorable operating conditions (forced flow). ' Daily traffic volumes on roadway segments adjacent to the key intersections in the project vicinity were evaluated to determine if existing and projected future traffic volumes would approach or exceed the daily capacity of the roadway segments. Table 3 -2 provides the 1 current daily traffic volumes, roadway capacity, and volume -to- capacity ratios for roadway segments adjacent to the existing key intersections in the study area. As shown therein, all mid -block roadway links in the study area are currently handling volumes which comprise ' less than 80 percent of their current daily. capacity. Current volumes utilize between 6 and 77 percent of the existing daily capacity of the roadway segments within the study area. Table 3 -2 Current Daily V/C Ratios For Roadways in the Study Area Roadway Segment Daily Volumea (Vehicles/Day) Daily Capacity (Vehicles/Day) V/C Ratio Conclusion Jefferson Street - North of Highway 111 111540 38,000 0.36 Below - South of Highway 111 21,030 57,000 0.37 Below - North of Avenue 54 13,960 57,000 0.24 Below - South of Avenue 54 5,200 38,000 0.14 Below Madison Street - South of Avenue 54 6,900 14,000 0.49 Below. - South of PGA West Access 6,260 14,000 0.45 Below - North of Avenue 58 3,920 38,000 0.10. Below - South of Avenue 58 2,550 38,000 0.07 Below Monroe Street - North of Avenue.54 6,300 14,000 0.45 Below - South of Avenue 54 4,520 14,000 0.32 Below Highway 111 - West of Jefferson Street 29,990 57,000- 0.53 Below - E/O Jefferson Street 29,400 38,000 0.77- Below Avenue 54 - West of Jefferson Street 310 14,000 0.02 Below - East of Jefferson Street 10,060 38,000 0.26 Below - West of Madison Street 9,410 38,000 '0.25 Below - East of Madison Street 3,170 14,000 0.23 Below - West of West Site Access 3,350 14,000 0.24 Below - East of West Site Access 3,350 14,000 0.24 Below - West of East Site Access 3,350 14,000 0.24 Below - East of East Site Access 3,350 14,000 0.24 Below - West of Monroe Street 3,350 14,000 0.24 Below - East of Monroe Street 4,890 14,000 0.35 Below Avenue 58. - West of Madison Street 900 14,000 0.06 Below - East of Madison Street 1,660 14,000 0.12. Below a. These peak season-weekday volumes were estimated from year 2004 evening peak hour traffic counts. b. "Below" indicates that the volume is less than 80 percent of the capacity. . . 3 -7 ' 3.6 PEAK HOUR INTERSECTION ANALYSIS ' The latest update of the Highway Capacity Manual (HCM 2000) presents the best available for determining capacity, delay and LOS for transportation facilities.1 The peak techniques hour delay and levels of service were determined at the existing key intersections with the methodologies outlined in the HCM 2000. The Highway Capacity Software (HCS 2000) ' package is a direct computerized implementation of the HCM 2000 procedures, prepared under FHWA sponsorship and maintained by the McTrans Center at the University of Florida Transportation Research Center. HCS 2000 Version 4.1d was employed.to ' evaluate the operation of the key intersections in the project vicinity. A brief discussion of the HCM 2000 operational analysis is provided in Appendix B, in conjunction with the corresponding LOS criteria and intersection evaluation worksheets. levels is ' The relationship between peak hour intersection control delay and of service provided in Appendix B (Table B -1 for unsignalized and Table B -2 for signalized intersections). The. City of La Quinta has defined Level of Service "D" as the minimum ' adequate intersection service level during peak hours for planning and design purposes. Unsignalized Intersection Analysis ' . Five of the key intersections in the project vicinity are currently unsignalized. Unsignalized intersections are typically categorized as either two -way stop - controlled (TWSC) or all -way ' stop- controlled (AWSC) intersections. The future main site access to be located on Madison Street opposite the existing access to the PGA West development is the only unsignalized key intersections that is a two -way stop - controlled intersection. The other unsignalized key intersections are all -way stop - controlled intersections. ' h approaches controlled b the stop sin are referred to as the At TWSC intersections, the pp y p g minor street approaches. Minor street approaches can be either public streets or private driveways. The intersection approaches that are not controlled by stop signs are called the ' major.street approaches. The left -turn movement from the minor street is normally the , most difficult to execute at a TWSC intersection, because it faces the most complex set of conflicting moves. delay, delay to The performance measures for TWSC and AWSC intersections are: control major street through vehicles, queue length, and volume -to- capacity ratio. However, the level of service is primarily related to the average control delay, which is given in terms of ' seconds of delay per vehicle by minor movement and intersection approach. The average control delay for any particular minor movement is a function of the capacity of the approach and the degree of saturation. Control delay includes initial deceleration delay, delay. ' queue move -up time, stopped delay, and final acceleration Existing approach control delay values and the corresponding level of service values for the unsignalized.key intersections are provided in Table 3 -3. These results assume existing lane geometrics at the intersections (as shown in Figure 3 -2) and an 8 percent heavy vehicle mix. The analysis utilized a peak hour factor of 1.0 to determine the impact of traffic volumes occurring over the entire peak hour, rather than the peak 15 minutes, as directed ' by the City of La Quinta. 1. Highway Capacity Manual; Fourth Edition; TRB Report 209; Transportation Research Board, National ' Research Council; Washington, D.C.; 2000. 3 -8 M M M_ _M M M M M M M M .M M M M so M M Table 3 -3 Current Peak Hour Delay and Levels of Service At The Unsignalized Key Intersections a. Average control dewy (seconasivemcie) ror me ieu -iuIu tuuvc «V«1 «I� 111aj— w— Figure 3 -2, an 8 percent heavy vehicle mix, and a peak hour factor of 1.0 Appendix B includes the HCS unsignalized intersection worksheets. b. LOS was determined from the delay (0 -10 sec. /veh. =LOS A; 10 -15 sec. /veh. =LOS B; 15 -25 sec. /veh. =LOS C;'25-35 sec. /veh. =LOS D; 35 -50 sec. /veh. =LOS E; 50+ sec. /veh. = LOS F) per HCM 2000 page 17 -2 and 17 -32. LOS is not defined for the overall intersection but rather for individual movements and approaches at TWSC intersections. c. Delay= average approach control delay (seconds /vehicle) for the minor street approach that exhibits the most delay at TWSC intersections. Since AWSC intersections do not have minor approaches, the delay and LOS for the approach with the most delay `are shown. d. The overall intersection control delay and intersection LOS are shown for this all -way stop - controlled intersection. 3 -9 Existing Condition (Year 2004 Peak-Season) Unsignalized Intersection Major Street Left Minor Street A proach With The Most Delay Control Dela a vel of Serviceb Move Control Dela c Level of Serviceb TWO -WAY STOP CONTROL Madison St. @ PGA West Access - Morning Peak Hour 8.0 .LOS A. EB 11.3 LOS B - Evening Peak Hour 7.8 LOS A EB 10.9 LOS B ALL -WAY STOP CONTROL Jefferson. St. @ Avenue 54 - Morning Peak Hour 13.76d LOS Bd SB 16.35 LOS C - Evening Peak Hour 31.90d LOS Dd WB 43.38 LOS E Madison St. @ Avenue 54 - Morning Peak Hour 10.44d LOS Bd EB 10.88 LOS B -Evening Peak Hour 13.84d LOS Bd NB 15.57 LOS C Monroe St. @ Avenue 54 - Morning Peak Hour 8.79d LOS Ad SB 9.14 LOS A - Evening Peak Hour 12.36d LOS Bd SB 13.31 LOS B Madison St. @ Avenue 58 8.05d LOS Ad EB 8.29 LOS A - Morning Peak Hour 8.47d LOS Ad EB 8,83 LOS B - Evening Peak Hour .1-,. ..,. ..#I f A--pe intPreectinn OBnmetrics shown In a. Average control dewy (seconasivemcie) ror me ieu -iuIu tuuvc «V«1 «I� 111aj— w— Figure 3 -2, an 8 percent heavy vehicle mix, and a peak hour factor of 1.0 Appendix B includes the HCS unsignalized intersection worksheets. b. LOS was determined from the delay (0 -10 sec. /veh. =LOS A; 10 -15 sec. /veh. =LOS B; 15 -25 sec. /veh. =LOS C;'25-35 sec. /veh. =LOS D; 35 -50 sec. /veh. =LOS E; 50+ sec. /veh. = LOS F) per HCM 2000 page 17 -2 and 17 -32. LOS is not defined for the overall intersection but rather for individual movements and approaches at TWSC intersections. c. Delay= average approach control delay (seconds /vehicle) for the minor street approach that exhibits the most delay at TWSC intersections. Since AWSC intersections do not have minor approaches, the delay and LOS for the approach with the most delay `are shown. d. The overall intersection control delay and intersection LOS are shown for this all -way stop - controlled intersection. 3 -9 As shown in Table 3 -3, the two -way stop - controlled key intersection of Madison Street at the PGA West access currently has a "worst case" average approach control delay (for the minor approach with the most delay) that corresponds to level of service B (LOS B) or better operation during the morning and evening peak hours. The control delay associated with the left -turn movement from Madison Street at this intersection (which represents the "best case" movement) corresponds to LOS A operation during the morning and evening peak hours. Although a single overall .intersection delay and LOS are not defined for TWSC intersections in the HCM 2000, it may be concluded from the evaluation summarized in Table 3 -3 that current levels of delay at the intersection of Madison Street and the PGA West access are within the range considered acceptable by the City of La Quinta (LOS D or better). The ,HCM 2000 procedures for all -way stop - controlled (AWSC) intersections provide the overall intersection delay and LOS as well as the delay and LOS for the intersection approach with the most delay. Since AWSC intersections do not have minor street approaches, the delay and LOS determinations for the approach with the most delay are included in Table 3 -3 under the heading "Minor Approach With The Most Delay ". With one exception, the current peak season intersection control delay values were found to correspond to overall intersection operation at LOS B or better during the morning peak hours and evening peak hours at the key AWSC intersections. The intersection of Jefferson Street and Avenue 54 is currently operating at LOS D during the evening peak hour during the peak season. Motorists using the "worst case" approach at the AWSC intersections analyzed experience LOS C or better operation during the morning and evening peak hours, except at the intersection of Jefferson Street and Avenue 54 where westbound motorists experience LOS E during the evening peak hours. The average approach control delay on the westbound approach to the intersection of Jefferson Street and Avenue 54 is currently 43.38 seconds per vehicle. . Signalized Intersection Analysis The HCM 2000 procedures were utilized via the HCS 2000 software to evaluate the three signalized key intersections. The HCM 2000 methodology addresses the capacity, V/C ratio, and level of service of intersection approaches as well as the level of service of each intersection as a whole. The analysis is undertaken in terms of the ratio of demand flow rate to capacity (V /C ratio) for individual movements or approach lane groups during the peak hour and the composite V/C ratio for the sum of the critical movements or lane groups within the intersection. The critical V/C ratio is an indicator of whether or not the physical geometry and signal design provide sufficient capacity for the movements. ' The measures of effectiveness for signalized intersections are: average control delay per vehicle, critical V/C ratios, and levels of service. The level of service is based on the average control delay for various intersection movements. The following parameters affect level's of service: (1) V/C ratio; (2) quality of progression; (3) length of green phases; (4) ' cycle lengths; and (5) average control delay. Average control delay is the total time vehicles are stopped at an intersection approach ' during a specified time interval divided by the volume departing from the approach during the same time period. It does not include queue follow -up time (i.e. the time required for the vehicle to. travel from the last -in -queue position to the first -in -queue position). ' 3 -10 ' A critical V/C ratio less than 1.00 indicates that all movements at the intersection can be accommodated within the defined cycle length and phase sequence by proportionally ' allocating green time. In other words, the total available green time in the phase sequence is adequate to handle all movements, if properly allocated. ' It is possible to have unacceptable delays (LOS F) while the V/C ratio is below 1.00 (when the cycle length is long, the lane group has a long red time because of signal timing and/or the signal progression for the subject movements is poor). Conversely, a saturated approach (with V/C ratio >_ 1.00) may have low delays if the cycle length is short and/or the ' signal progression is favorable. Therefore, an LOS F designation may not necessarily mean that the intersection, approach or lane group is overloaded and LOS A to LOS E does not automatically imply available unused capacity. it I The peak hour intersection delay, critical volume -to- capacity ratios, and intersection level of service values at the intersection of Jefferson Street and Highway 111 is provided in Table 3 -4. As shown therein, this signalized key intersection is currently operating at level of service C or better during the morning and evening peak hours. The intersection average control delay per vehicle ranges from 26.5 seconds per vehicle to 30.4 seconds per .vehicle during the peak hours. Table 3 -4 Existing Signalized Intersection Peak Hour Delay and LOS Summary (Peak Season Average Weekday) Signalized Intersection Existing (Year 2004) Avg. Delaya Critical Intersection (Sec./Veh.) V/C Ratio LOSb Jefferson Street @ Highway 111 - Morning Peak Hour 26.5 0.60 C - Evening Peak Hour 30.4 0.78 C a. Average Delay = Average Control Delay (seconds /vehicle) for the intersection as a whole. Assumes intersection geometrics shown in Figure 3 -2 and an eight percent truck mix. Based upon the 2000 Highway Capacity Manual Signalized Operation Methodology implemented by Version 4.1d of the Highway Capacity Software (HCS 2000). See Appendix B for the signalized intersection HCS worksheets with input parameters. 3.7 RELEVANT CIRCULATION PLANS City of La Quinta Circulation Element The City of La Quinta General Plan Circulation Element details the location and extent of the circulation system required to serve future traffic demands upon buildout of the General Plan Land Use Element. The roadway classifications adopted by the City of La Quinta on March 20, 2000 in the Circulation Element are depicted in Figure 3 -5. The right -of -way requirements and typical cross - sections associated with the roadway classifications are shown in Figure 3 -6. Major arterials are six -lane divided roadways with restricted access and a 120 -foot right -of- way. Major arterials provide parkways a minimum of 12 -feet wide and an 18 -foot 3 -11 Highway 111 ■■■■■■■■■■i Avenue 48 � m L c, c, ■ ■ U) a� ■ ■ Figure 3 -5 Adopted Circulation Plan City of La Quinta Avenue 50 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Avenue 52 ■ m m■ °: . c■ ■ • o■ �i � Major Arterial 7 ■moon Primary Arterial A �� 4- Primary Arterial B 499•9 Secondary Arterial I� ...................�aa.. 00000p.a, y••••i••.•••••••••••• Avenue 54 ■iii■iiulii■■■■u■■■ a� • m � ■ (5 ■ c i o ■ ■ ro 0 ■ ■ Avenue 58 ■ ■ ■ Endo Engineering Source: "La Quinta General Plan" Adopted March 20, 2002 T Scale: 1" = Property Line Figure 3 -6 City of La Quinta Typical Street Sections Right -of -Way Property Line Parkway Parkway Strip Roadbed Strip Shoulder Traveled Way Median Traveled Way Shoulder Sidewalk Sidewalk Centerline Corridor Classification Lanes Median (Feet) Traveled Way (Ft.) Shoulder (Feet) Parkway Strip (Ft.) Sidewalk (Feet) . Roadbed (Feet) Right -of- Way (Ft.) Augmented Major" 8 14 47 — 12 8 108 132 Major Arterial' 6 14 36 8 9 6 78 102 120 Primary Arterial A 4 18 26 8 12 6 86 110 Primary Arterial B 4 12 25 7 12 6 76 100 Secondary Arterial 4 12 26 0 12 6 .64 88 Modified Secondary 2 18 15 8 12 6 64 88- Collector- 2 — 18 8 - 11 6 52 74 Local Street 2 — 10 8 12 5 36 . 60 'Does not include State Highways, which require additional right of way. i�ndo Engineering ' landscape median. Jefferson Street, Highway 111, and Madison Street (between Avenue 54 and Avenue 58) are classified as major arterials in the study area. ' Avenue 48, Avenue 52, Airport Boulevard, and Madison Street (north of Avenue 54), and Monroe Street (between Avenue 52 and Avenue 60) are master planned Primary Arterial - A in the study area. These primary arterials have 110 -foot rights -of -way. They provide a ' four -lane divided cross - section with an 18 -foot median and an 86 -foot roadbed. Avenue 50 and Avenue 54 (between Jefferson Street and Madison Street) are classified as Primary Arterial - B. These primary arterials have 100 -foot rights -of -way. They provide a four - lane divided cross - section with a 12 -foot median and a 76 -foot roadbed. Avenue 54 (east of Madison Street) and Madison Street (south of Avenue 58) are master ' planned as secondary arterials. Secondary arterials typically include a four -lane undivided cross- section in an 88 -foot right -of -way with 12 -foot parkways. Design Standards The City of La Quinta has adopted policies and standards for each roadway classification regarding design criteria related to access to adjoining property and minimum intersection spacing and driveway separation. All access configurations require City Engineer review and approval. Minimum landscape setbacks are 20 feet (along major arterials and primary arterials) and 10 feet (along secondary arterials and collector streets). Left -turn median cuts may be authorized if they do not interfere with other existing or planned left -turn pockets. Right in /right out access driveways shall be located such that they exceed the following driveway spacing criteria (measured from the curb returns): (1) 250 feet on the approach leg to a full -turn intersection; (2) 150.feet on the exit leg from a full -turn intersection; and (3) 250 feet from other driveways. On major arterials, design speed is 60 mph and the minimum intersection spacing is 2,600 feet in residential areas. It may be reduced to 1,060 feet for commercial frontage. On primary arterials, the design speed is 50 mph and the minimum intersection spacing is 1,060 feet. On collectors the minimum intersection spacing is 300 feet and the design ' speed is 30 mph. On local streets, the minimum intersection spacing is 250 feet and the design speed is 25 mph. ' On secondary arterials, the design speed is 40 mph and the minimum intersection spacing is 600 feet. Full access to adjoining properties shall be avoided where feasible and when necessary shall exceed the minimum separation distances outlined above. ' Standards for all City streets are provided in the Development Code. Streets within planned residential areas shall be installed and maintained as private streets. Private streets should be designed to meet the City's public street standards at the point where they ' connect. Within subdivisions, private streets may be designed to a width of 28 feet with restricted parking, subject to City Engineer and Fire Department approval. The construction of bikeways should conform to Caltrans specifications and design criteria, with all bikeways a minimum of six feet in width. Sidewalks should be provided on both sides of all arterial and collector streets, except where there is a multi -use trail on one side. Golf Carts The General Plan includes a two -phase golf cart route implementation plan. The initial phase benefits existing developments and has a five -year time horizon. Phase II provides a ' long -term comprehensive route plan and includes Class II golf cart paths along Madison ' 3 -12 1 1 1 Street and Avenue 54, adjacent to the project site. These on- street Class lI golf cart paths should be a minimum of 8 feet wide and appropriately striped adjacent to the site. The striped lane accommodates one -way golf cart travel shared with bicyclists. 3.8 TRAFFIC SIGNAL WARRANTS Justification for the installation of a traffic signal at an intersection is based on the warrants adopted by the Federal Highway Administration in the Manual on Uniform Traffic Control Devices (2003 Edition) and Caltrans in the MUTCD 2003 California Supplement (May 20, 2004). There are several different types of traffic signal warrants including warrants based on eight -hour vehicular volumes, four -hour vehicle volumes, peak, hour vehicle volumes and delay, pedestrian volumes, school crossings, coordinated signal system warrant, accident experience, and a roadway network warrant. Caltrans also has adopted future average daily traffic warrants (including minimum vehicular traffic, interruption of continuous traffic and a combination warrant) to be used for new intersections or.other locations where it is not reasonable to count actual traffic volumes. The installation of a traffic signal should be considered if one or more of the warrants is met; however, the satisfaction of a warrant is not necessarily sufficient justification for the installation of signals. Delay, congestion, approach conditions, driver confusion, future land use or other evidence of the need for right -of -way assignment beyond that which could be provided by stop signs must be demonstrated. Improper or unwarranted signal installations may cause:,(1) excessive delay; (2) disobedience of the signal indications; (3) circuitous travel on alternate routes; and (4) increased accident frequency.2 Rural volume warrants (70 percent of the urban warrants) apply when the 85th percentile speed of traffic on the major street exceeds 40 mph in either an urban or a rural area, or when the intersection lies within the built -up area of an isolated community with a popula- tion under 10,000. All other areas are considered urban. Peak hour signal warrants (see Appendix C) are used herein as a.preliminary indication of the need for traffic signals. These signal warrants should be considered in conjunction with the unsignalized peak hour intersection analysis to provide a more complete ' understanding of the need for signalization. The actual design and installation of signals should be based upon detailed studies which include extensive traffic counts. ' Peak hour signal warrants were checked for the unsignalized key intersections in the study area. Rural warrants were applied, based upon the posted speed limits. Refer to Appendix C for the peak hour signal warrant worksheets. Based upon existing peak hour traffic ' volumes, the three unsignalized key intersections of Jefferson Street at Avenue 54, Madison Street at Avenue 54, and Monroe Street and Avenue 54 appear to currently meet traffic signal warrants. However, all three intersections are currently operating at acceptable levels of service (LOS D or better during the peak hours). ' 3.9 ALTERNATIVE TRANSPORTATION MODES ' Public Transportation .The SunLine Transit Agency was created in 1977 through a Joint Powers Authority of five cities and Riverside County. SunLine Transit now provides public.transit service to 2.8 ' million passengers per year throughout the entire Coachella Valley and has a service area of 2. Caltrans, Traffic Manual, Revised 3/1/95, pg. 9 -1 and 9 -2. ' 3 -13 ' approximately 366 square miles. SunLine Transit has bicycle racks on every bus in its fleet. These bike racks can carry up to two bicycles per bus. ' Twelve SunBus transit lines provide public bus service with a fleet of 27 buses throughout the Coachella Valley seven days a week (excluding Thanksgiving and Christmas). Line 111 is the major trunk line, which is interconnected with eleven smaller community feeder ' routes that provide access to every community in the Valley. Line 111 travels along Highway 111 from Palms Springs to Indio. Although there is currently no transit service available directly adjacent to the project site, the closest transit route (Line 70) passes through the intersection of Washington Street and Calle Tampico. Line 80 passes through the intersection of Arabia Street and Avenue 48. t The SunLine Transit Agency contracts with a private provider for SunDial, a door -to -door dial -a -ride service. SunDial is a demand response service designed to serve seniors and those with disabilities on an appointment basis between 8:30 A.M. and 9:00 P.M. on weekdays, and between 8:30 A.M. and 4:00 P.M. on weekends. In addition to SunDial, a ' subscription -based transit service is available through agencies serving people with disabilities who need regular repetitive trips. No transit stations or park- and'ride facilities currently exist or are planned in the City of-La Quinta. ' Bicycle Facilities The use of bicycles instead of automobiles as a means of transportation improves health t and fitness, provides enjoyment, reduces. air pollution, traffic congestion, energy consumption and transportation costs. These benefits justify local and regional government recognition of bicycles . as a viable transportation mode for local trips as well As the ' development and improvement of facilities to accommodate safe and efficient bicycle use. Bikeways and pathways are used by a wide variety of people including children on their way to school, commuters riding to work, and people exercising, racing or touring. While recreational riders seek routes leading to parks, through areas of interest, or racing circuits, commuters want the shortest, fastest, and safest route between two points. ' CALTRANS standards are used to design bikeways by most jurisdictions .throughout California. The City of La Quinta adheres to Caltrans bikeway standards. Bike lanes on existing roadways should conform to Caltrans standards or be upgraded to meet Caltrans ' standards. These standards apply to three different classifications of bicycle facilities: Class I, Class H, and Class III bikeways, as described below. Class I Bikeway A bike path that provides for bicycle travel on a right -of- ' way completely separated from any street or highway. The paths may be located along alignments parallel to streets or unrelated alignments as long as there is no encroachment from motor vehicle or pedestrian traffic except at grade intersections. Class II Bikeway A bike lane that provides a striped lane for one -way bike ' travel within the paved area of a street or highway. These bike lanes are within an exclusive right -of -way designated for use by bicyclists. However, cross traffic is permitted for driveway access. Class III Bikeway A bike route in which both bicycle and motor vehicle traffic share the same roadway surface area. The route is marked 3 -14 1 with signs or stenciled lettering on the pavement identifying the roadway as part of a bikeway system. Existing and. Planned Non- Motorized Facilities . The Coachella Valley Association of Governments Non - Motorized Transportation Plan (October, 2001) identifies existing and proposed non - motorized facilities within the project vicinity. The bicycle element of the CVAG Non - Motorized Transportation Plan (October, 2001) is called the Regional Bikeway Plan. The Regional Bikeway Plan identifies regionally significant routes that link important destinations in neighboring cities and are candidates for joint funding applications among cities and/or the County of Riverside. The Regional Bikeway Plan routes include Class I (bike paths), Class II (bike lanes), and Class III (signed bike routes) facilities. Class I bikeways are typically called bike paths as they provide a paved right -of -way separated from streets and highways. Class I bikeways are estimated to cost $500,000 per mile. Class II bikeways are often called bike lanes because they provide a striped or stenciled lane for one -way travel on a street or highway. Costs for Class II projects are estimated at $50,000 per mile. Class III bikeways are often referred to as bike routes. They provide for shared use with pedestrian or motor vehicle traffic and are identified only by signing. Class III projects are estimated to cost $10,000 per mile. ' The City of La Quinta has several existing bikeways including 2.5 miles of Class I and 10.5 miles of Class II facilities. Class II bikeways currently exist'at four locations within the study area including: 1 • along Avenue 48 from Washington Street to Jefferson Street ( 1.5 miles); • along Avenue 54 from Jefferson Street to Madison Street (1 mile); • .a]ong.Madison Street from Avenue 54 to Avenue 58 (2 miles); • along Airport Boulevard from Madison Street to the City limit (1 mile). The City of La Quinta proposed eighteen proposed bikeway projects for inclusion in the CVAG Regional Bikeway Plan including: two Class I projects, fifteen Class II projects, and one Class III project. The highest priority bikeway project in the study.area is a Class II facility proposed along Jefferson Street from the northern city limit south to Avenue 54. Third priority bikeway projects proposed by the City of La Quinta in the study area include Class II bikeways. along: • Highway. 111 (from Indian Wells to Indio); • Avenue 50 (from Washington Street to Madison Street); • Avenue 52 (from Washington Street to the eastern city limit); • Avenue 54 (from Jefferson Street to the eastern city limit); • Avenue 58 (from Jefferson Street to the eastern city limit); • Jefferson Street (from Avenue 58 to Avenue 62); • Madison Street (from Avenue 50 to Avenue 54); and • All American Canal (from Avenue 50 to Avenue 54). tiVestern Coachella Valley Area Plan Trails and Bikeways A Regional Trail is shown through the study area along Jefferson Street, from Highway .111 to Avenue 54. The trail extends along Avenue 54 to Madison Street, and along . 3 -15 t I I 7- Madison Street from Avenue 54 to Avenue 60. In addition, a regional trail extends from Madison Street to Lake Cahuilla. A Class 1 bike path /regional trail is shown through the study area along the general alignment of the All American Canal from north of Highway 111 to Cahuilla Lake. The All American Canal is located parallel and east of the alignment of Madison Street, from Highway 111 to north of Avenue 50. The All American Canal is crossed by Avenue 50, at the future alignment of Madison Street. South of Avenue 50, the All American Canal extends southwest and crosses Avenue 52 and Jefferson Street, adjacent to the Hideaway Resort. West of Jefferson Street, the All American Canal turns south to Lake Cahuilla. 3.10 CONGESTION MANAGEMENT PROGRAM (CMP) The Congestion Management Program (CMP) is intended to link land use, transportation, and air quality with reasonable growth management methods, strategies and programs that effectively utilize new transportation funds to alleviate traffic congestion and related impacts. The Riverside County Transportation Commission (ROTC) is the designated Congestion Management Agency (CMA) that prepares the Riverside County Congestion Management Program updates in consultation with local agencies, the County of Riverside, transit agencies and sub regional agencies like the Coachella Valley Association of Governments (CVAG). The RCTC must'designate a system of highways and roadways to include (at a minimum) all State Highway facilities within Riverside County and a system of "principal arterials" as the Congestion Management System (CMS). State Highway 111 is a CMP facility in the study area. It is the responsibility of local agencies, when reviewing and approving development proposals to consider the traffic impacts on the CMS. To include additional arterials on the CMP System, consideration will be given to: (1) routes identified by Caltrans as "principal arterials" on their "Functional Classification System" maps; (2) designated expressways;- and (3) facilities linking cities /communities (inter - regional facilities) and major activity centers (shopping malls, major industrial/ business parks, stadiums). Local agencies may nominate arterials for inclusion on the CMP System.3 Jefferson Street, Madison Street, Monroe Street, Avenue 48, Avenue 50, Avenue 52, Avenue 54, and Airport Boulevard are regionally significant arterials in the study area that have been nominated and included in the CMP System. Per the adopted Level of Service standard of "E ", when a Congestion Management System (CMS) segment falls to LOS F, a deficiency plan must be prepared by the local agency where the deficiency is located, following coordination with other agencies identified as contributors to the deficiency. The deficiency plan must contain mitigation measures (including TDM strategies and transit alternatives) and a schedule for mitigating the deficiency. RCTC will prepare deficiency plans on the State Highway System when deficiencies are identified by local jurisdictions. In preparation of the 2001 Riverside County CMP, there were no deficiencies found on the CMP System, based upon the year 2001 monitoring effort. The CMA provides a uniform database of traffic impacts for use in a countywide transportation computer model. The RCTC has recognized use of the Coachella Valley Area Transportation System (CVATS) sub.- regional transportation model to analyze traffic impacts associated with development proposals or land use plans. The methodology for measuring LOS must be that contained in the most recent version of the Highway Capacity 3. 2001 Riverside County Congestion Management Program; RCTC; December 12, 2001. 3 -16 Manual (HCM 2000). Traffic standards must be set no lower than LOS E for any segment_ or intersection on the CMP system unless the current LOS is lower (i.e., LOS F). The Coachella Valley Association of Governments has developed a Transportation Uniform Mitigation Fee (TUMF) that compliments the objectives of the Congestion Management Program (CMP). To comply with the Riverside County CMP, all developments must participate in the TUMF program. 3.11 REGIONAL TRANSPORTATION IMPROVEMENT PLANS The Capital Improvement Program (CIP) is a 7 -year program including all regional and local capital improvement projects that maintain or improve the LOS for traffic and transit and conform to transportation- related emission air quality mitigation measures. Currently, regional projects are programmed in the Riverside County Transportation Improvement Plan (TIP), while locally funded projects (off the State Highway System) are identified in local agency CIPs. To comply with CMP Statutes, CIP-requirements shall be the same as and accomplished through the RCTC TIP development process. Projects in the CIP may be incorporated into the Regional Transportation Improvement Program (RTIP).for the programming of Flexible Congestion Relief (FCR) and Urban and Commuter Rail funds. The Coachella Valley Association of Governments Regional Arterial Program - Financial Plan and Expenditure Program Contract Status Report dated December 31, 2002 includes five I =10 Interchange improvement projects in the Coachella Valley that were authorized and funded with twenty -one million dollars. The interchange projects were located at: (1) Washington Street, (2) Jefferson Street, (3) Date Palm, (4) Palm Drive /Gene Autry Trail, and (5) Indian Avenue. As growth occurs in the area, commuter traffic is expected to increase significantly. Without improvements to the I -10 interchanges in the vicinity, conditions at these interchanges are expected to deteriorate at the ramp intersections, inducing longer traffic queues and longer control delays until interchange improvements are made. Although improvements at the I -10 Interchanges in the Coachella Valley were planned and funding appeared to be available, the State budget shortfall crisis caused the funding to be revoked so alternative funding mechanisms had to be pursued. Until the planned improvements are implemented, conditions will deteriorate, as demand for I -10 access grows with development throughout the Coachella Valley including the study area. . The City of Indio is the Lead Agency on the planned Interstate 10 interchange redesign project at Jefferson Street. The improvements are scheduled to begin in April, 2007 and be completed by July of 2008. The City of Indio is also the Lead Agency for arterial improvements planned on Monroe Street, between Miles Avenue and Avenue 52. The project is currently in the process of finalizing design details. Riverside County is the Lead Agency for scheduled improvements to Jefferson Street from the intersection of Highway 111 north to Indio Boulevard. Construction is slated to begin in November, 2004 and continue for 12 months. 3 -17 r 4.0 CIRCULATION IMPACT ANALYSIS Methodology and Scope The study area, key intersections, future development scenarios, annual traffic growth rates, and methodology employed to assess the potential impacts of the proposed development were determined through coordination with the City of La Quinta. The traffic study format was also approved by the City of La Quinta. The average weekday and.peak hour traffic volumes that will be generated by the proposed development were determined from the land uses proposed on -site and appropriate ITE trip generation rates. Project - related traffic was manually distributed to current and future major trip origins and destinations. Project- related peak hour and daily traffic volumes were determined and added to the future year 2008 background traffic projections for key intersections and the roadway segments adjacent to the key intersections. The potential impacts associated with project - related traffic in the year 2008 were determined by evaluating the peak hour intersection control delay and LOS values with and without project- related traffic. Both morning and evening peak hour control delay and LOS evaluations were completed for the off -site key intersections and the three site access intersections to determine the adequacy of the intersection approach lanes and traffic control. The City of La Quinta requires the HCM 2000 intersection operation methodology to be used to assess intersection control delay and levels of service and has established a minimum peak hour intersection performance standard for the .peak season at the upper limit of LOS D. Since the proposed project is expected to be completed by the year 2008, daily mid -block volume -to- capacity ratios were evaluated on the roadway segments adjacent to the key intersections for future year 2008 conditions with and without the proposed project. Although any exceedances of daily capacity may not result in an immediate recommendation for mid -block roadway widening, daily volume -to- capacity ratios are useful in that they provide important information with respect to the overall traffic loading on the circulation system and the timing of future mid -block widening. 4.1 TRIP GENERATION FORECAST The Institute of Transportation. Engineers (ITE) report Trip Generation is the principal source of trip - generation rates used in site traffic analyses. Detailed data are provided therein for vehicular trips with "average" vehicle occupancy. The ITE Trip Generation database is updated periodically, with the latest revision utilized herein to project the trip generation associated with the proposed development. All of the trip - generation rates provided by the ITE reflect isolated single -use stand -alone developments. The trip generation data compiled by the ITE identifies traffic peaking characteristics by land use type in terms of the trip generation during the peak hour of the generator as well as during the peak hours of the traffic on the adjacent street system. The proposed project includes single - family detached dwelling units. Single - family detached residences exhibit higher trip generation rates per dwelling unit than attached residences because they tend to have more residents and more vehicles per dwelling unit. They are generally located farther from shopping centers, employment centers, and other trip attractors, and generally have fewer modes of transportation available. 4 -1 ' The trip generation potential of the Griffin Ranch development was determined from average trip generation rates published by the ITE in the Trip Generation manual (Seventh ' Edition; December; 2003). Table 4 -1 provides the peak hour and daily trip generation associated with the proposed project. As shown therein, the proposed Griffin Ranch development would generate an estimated 2,900 daily trip -ends. During the morning peak hour, approximately 223 trip -ends would be generated (56 inbound and 167 outbound). During the evening peak hour, approximately 292 trip -ends would be generated (184 inbound and 108 outbound). Table 4 -1 Project - Related Traffic Generationa Land Use Categoryb (ITE Code) Land Use Quantityc AM Peak Hour In Out Total PM Peak Hour In Out Total Daily 2 -Way Residential - SFD (210) 305 DU 56 167 223 184 108. 292 2,900 ' a. Based upon trip generation equations published by the ITE Trip Generation (7th Edition December, 2003). b. SFD= single family detached. c. DU= dwelling units. 4.2 TRAFFIC DISTRIBUTION AND ASSIGNMENT Traffic distribution is the determination of the directional orientation of traffic. It is based upon the geographical location of the site and land uses that will serve as trip origins and destinations. Traffic assignment is the determination of which specific routes project- ' related traffic will use, once the generalized traffic distribution is determined. The basic factors affecting route selection are minimizing time and distance. Other considerations might be the aesthetic quality of alternate routes, number of turning maneuvers, and ' avoidance of congestion. Site access locations, signalized access points, and turn restrictions on driveways directly affect the project traffic assignment. The traffic assignment associated with the proposed development is shown in Figure 4 -1. ' There are three proposed project access intersections including: (1) the main site access at the intersection of Madison Street and the existing PGA West access; (2) the western site access on Avenue 54; and (3) the eastern site access on Avenue 54. ' Project - related peak hour traffic volumes at the key intersections 'and site access intersections are shown in Figure 4 -2. In addition, Figure 4 -2 shows the project - related daily traffic volumes on the roadway segments adjacent to the key intersections and site access points. 4.3 FUTURE YEAR 2008 AMBIENT CONDITIONS The future background traffic volumes in the year 2008 were projected by applying appropriate annual traffic growth rates to existing traffic volumes in the study area to ' estimate future ambient volumes. The annual traffic growth rates applied were determined from available current and historical traffic count data in the study area and approved by La Quinta staff as part of the traffic study scoping process. d ' 4 -2 0/0 S 0/0 2/0 Figure 4 -1 O/OJ "I 0/0-.. 0 0 ° Site Traffic Assignment 13/01 13% iL 2% Highway 111 . 0 Co C _ ;n a� o �' C, (D 0 0 LO 00 0/0. `c c 0/0 Co a c� CL !Undo Engineering Avenue 48 Avenue 50 Avenue 52 10/44 ,` 1/3 f 44/0 -� o M / 21/01 / °J ,':<:::.•::• 0/23 0/0 . 0R.5 °o L" U� C14 r 0 O 5% 0 0/0 "' 0/0 m 0 /0. o t 0o w c0 0% 0% LO Legend 100% Percent Project - Related Traffic Assignment 3/11 Percent of Inbound /Outbound Project - Related Traffic Making Turning Movement 0 0 0 x-5 /0 ..J ° 4 ,`0 /0 0/20J 0 0 0 0/5 ->000 0/01 20% 25 %. , 5% Avenue 54 I ID o Airport Blvd. Avenue 58. .0) Scale: 1" = 3770' -1/4 NN u°, N o �o m 350 440 :1 09/70 o iD 0/0 ° CO 0/0 0 /0--+ 0 /O,000 0 /0-, 0 -o CO Q 0 CL VVEndo Engineering E Highway 111 Avenue 48 Avenue 48/33 4/14 r' 18/54 -► a, 10/32 Avenue 52 '-5/16 73/47 i-9 /30 f ch JOLLY 0/0 �. 13/8 OJ 0 ors � o 0� N 1 CD t0/0 m.. o 0/0 CD ` L, 0/0 C. 0J o t2 0-�a�a 0 CO 0 C 0 Figure 4 -2 Project Related Traffic Volumes 14/9 -> 00 CO 16/53 "' 0 LO LO 1,100 720 _ CD m.. o in Site `: >:� Airport Blvd: Avenue 58 Legend t5 /8 AM /PM PJHour Turning 1,000 Daily Tw Volume Avenue 54 Scale: 1 " = 3770' Traffic Growth Rates Growth rates for the key intersections were established with 24 -hour traffic counts.made at ' two locations where historical 24 -hour counts were available from CVAG. For the intersections near the project site, Madison Street, south of Avenue 54, has exhibited an annual traffic growth rate of approximately 9 percent from the year 1998 through the year ' 2003. This growth rate was applied to the volumes at the intersections of Madison Street at Avenue 54, Monroe Street at Avenue 54, Madison Street at Avenue 58, and the site access intersections. Jefferson Street, south of Highway 111, has exhibited an annual traffic growth rate of 2.7 percent from the year 1998 through the year 2003. This annual traffic growth rate was ' applied to the traffic volumes at the intersection of Jefferson Street and Highway 111. A composite growth rate was applied to the volumes at the intersection of Jefferson Street and Avenue 54. Since the PGA West development is nearly fully. constructed, a lower ' growth rate of 2.7 percent was applied to the north /south movements along Jefferson Street. A higher growth rate of 9 percent was applied to all other turning movement volumes at the intersection of Jefferson Street and Avenue 54. It was assumed that all of ' the traffic from cumulative developments was included in the background traffic growth. Year 2008 ambient daily traffic volumes are provided in Table 4 -2. The year 2008 ambient peak hour turning movement traffic volumes at the key intersections (without the project) are shown in Figure 4 -3. Daily Volume -To- Capacity Ratio Analysis Daily volume -to- capacity. (V /C) ratios are useful planning tools at the General Plan level of analysis that provide an indication of whether or not additional mid -block through lanes will be needed to accommodate future traffic volumes. Daily V/C ratios focus attention on ' . mid -block and network operation. They provide a more regional perspective of unsatisfied demand for north /south or east/west travel corridors in an area and can be particularly useful when many developments are occurring that are under the jurisdiction of more than ' one governmental agency. Daily analyses also permit decisions to be made regarding when a particular roadway requires widening to its master planned cross - section or upgrading to a higher capacity classification in the Circulation Element. Site specific mitigation is generally not developed from daily mid -block volume -to- capacity ratio analyses.. Most projects are not large enough to fund major roadway widening that extends a significant distance off -site. By providing a mechanism to identify locations ' where a project proponent's fair -share contribution to the cost 'of transportation improvements of regional benefit could be significant, daily V/C ratio analyses can be useful in developing conditions of approval. ' The year 2008 daily traffic volume projections. without the project (see Table 4 -2) were divided by the current daily design capacities (as shown in Table 3 -3) to determine the ambient daily mid -block volume -to- capacity ratios on the roadway segments adjacent to the -key intersections. As shown in Table 4 -2, year 2008 ambient daily traffic volumes are projected to utilize between 3 and 86 percent of the current daily design capacity of the ' roadway segments evaluated within the study area. 1 ' 4 -3 Table 4 -2 Year 2008 Daily Volumes and V/C Ratiosa Roadway Segment Without Project With Project Project- Related Change ADT I V/C Ratio ADT V/C Ratio ADT V/C Ratio Jefferson Street - North of Highway 111 18,740 0.49. 19,170 0.50 430 0.01 - South of Highway 111 23,390 0.41 24,260 0.43 870. 0.02 - North of Avenue 54 19,710 0.35 21,600 0.38 1,890 0.03 - South of Avenue 54 7,340 0.19 7,340 0.19 0 0.00 Madison Street - South of Avenue 54 9,740 0.70 10,470 0.75 730 0.05 - North of Site Access 8,960 0.64 9,690 0.69. .730 0.05 - South of Site Access 8,840 0.63 9,130 0.65 290 0.02 - North of Avenue 58 51530 0.15 5,680 0.15 150 0.00 - South of Avenue 58 3,600 0.09 3,750 0.10 150 0.01 Monroe Street -'North of Avenue 54 8,890 0.64 9,470 0.68 580 0.04 - South of Avenue 54 6,380 0.46 6,380 .0.46 0 0.00 Highway 111 - West of Jefferson St. 33,360 0.59 33,740 0.59 380 0.00 - East of Jefferson St. 32,710 0.86 32,770 0.86 60 0.00 Avenue 54 - - West of Jefferson St. 440 0.03 440 0.03 0 0.00 - East of Jefferson St. 14,200 0.37 16,090 0.42 1,890 0.05 - West of Madison St. 13;280 0.35 15,170 0.40 1,890 0.05 - East of Madison St. 4,470 0.32 5,840 0.42 1,370 0.10 - W/O West Site Access 4730 0.34 6,100 0.44 1,370 0.10 - E/O West Site Access 4,730 0.34 5,810 0.42 1,080 0.08 - W/O East Site Access 4,730 0.34 5,810 0:42 1,080 0.08 - E/O East Site Access 4,730 0.34 5,450 0.39 720 0.05 - West of Monroe Street . 4,730. 0.34 5,450 0.39 720 0.05 - East of Monroe Street .6,900 0.49 7,040 0.50 140 0.01 Avenue 58 - West of Madison Street 1,270 0.09 1,270 0.09 0 0.00 - East of Madison Street 2,340 0.17 2,340 0.17 0 0.00 a. Assumes the existing capacity of all streets. In the year 2008, all of the roadway segments evaluated are projected to be handling ambient daily traffic volumes comprising less than 80 percent of their daily roadway capacity except one. Highway 111, east of Jefferson Street, is projected to carry daily ' traffic volumes that correspond to 86 percent of its daily capacity. This condition is categorized as operating "near capacity" on a daily basis and approaching the point where widening will be necessary to provide an additional mid -block travel lane in each direction. ' 4 -4 co CO c i +-.55/87 U.) m & —801/992 -*J L.. ,F158/216 87/128J'*) ,- 587/1120 'c,-j a T° 137/321 -+ N ° �2 , N in + 302/6 LO 3/6 J : x ,`49/45 15/19) I J 3/6 -. 2/3 cR c C C az CD �a) Highway 111 Avenue 48 Avenue 50 Avenue 52 108/182 47/8 105/203. rn / 434/379 v `" FVEndo Engineering Figure 4 -3 Year 2008 Traffic Volumes Without Project Legend '-5/8 AM /PM Peak Hour Turning Volume NN CO r 41/97 \ `c r rn 124/178 i `12/19 19/22) CO a 1-;- 110/214-.,,- � ;�, 12/3 Avenue 54 Airport Blvd. M N 47/97 CIJ 46/3 ` T L Q 2/6 :.Project.;;:. c a t ite _ �° 14/11 cg' 2/8-4 a.� 2 CO FVEndo Engineering Figure 4 -3 Year 2008 Traffic Volumes Without Project Legend '-5/8 AM /PM Peak Hour Turning Volume NN CO r 41/97 \ `c r rn 124/178 i `12/19 19/22) CO a 1-;- 110/214-.,,- � ;�, 12/3 Avenue 54 Avenue 58 (T) Scale: 1" = 3770' Airport Blvd. M N 47/97 cn 5 46/3 ` CO O � `L., 2/6 29/36) t c y cg' CO 2 Avenue 58 (T) Scale: 1" = 3770' Peak Hour Intersection Analysis ' Three unsignalized key intersections along Avenue 54 (i.e. Jefferson Street at Avenue 54, Madison Street at Avenue 54, and Monroe Street and Avenue 54) appear to currently meet peak hour traffic signal volume warrants in the peak season. However, these three intersections do not currently require signalization because they are operating at acceptable ' levels of service (LOS D or better). With the expected traffic growth in the area, all three intersections are projected to operate at LOS E or F in the year 2008 and require signalization to maintain acceptable levels of service. Therefore, all three intersections were assumed to be signalized by the year 2008. with or without project- related traffic. Unsignalized Intersection Analysis fTable 4 -3 provides the year 2008 peak hour average control delay values. and levels of service for the unsignalized key intersections. The unsignalized intersection approach lane geometrics depicted in Figure 5 -1 (which include existing lanes plus those improvements ' proposed at the site access locations) were assumed for conditions with and without site traffic in Table 4 -3, to facilitate direct comparison and allow project- related impacts to be more readily identified. ' As shown in Table 4 -3, the minor street approach (eastbound on the PGA West access) that will exhibit the most delay at the proposed main site access on Madison Street will operate at or above LOS B in the year 2008, prior to the addition of project - related traffic. ' Motorists making left -turn movements from the major street at this intersection (Madison Street) will experience LOS A operation during the peak hours. Without site traffic, this intersection will provide acceptable levels of service (with a stop sign controling traffic on the minor street) and meet the City of La Quinta minimum performance standard. For the intersection of Madison Street and Avenue 58, the overall average intersection control delay and LOS (as well as the control delay and LOS for the approach with the most delay) are shown in Table 4 -3. Before site traffic is added to the street network in the year 2008, this unsignalized all -way stop - controlled intersection will operate at LOS A during the peak hours with average overall intersection control delays ranging from 8.52 to 9.18 ' seconds per vehicle. The approach with the highest delay at this intersection will operate at LOS A during the peak hours. Signalized Intersection Analysis The peak hour intersection control delay values, critical volume -to- capacity ratios, and levels of service at the signalized key intersections, with year 2008 traffic volumes, are provided in Table 4 -4. Prior to the addition of project- related traffic, all of these key intersections are projected to operate at LOS D or better during peak hours in the year 2008. The intersection average control delay is projected to range from 6.3 to 35.9 seconds per ' vehicle at these intersections. 4.4 FUTURE YEAR 2008 +PROJECT CONDITIONS Figure 4 -4 illustrates year 2008 +project morning and evening peak hour traffic volumes at the key intersections.. These volumes were developed by adding the project- related traffic volumes shown in Figure 4 -2 to the year 2008 ambient traffic volumes shown in Figure 4- ' 3. The year 2008 +project daily traffic volumes are provided in Table 4 -2. 4 =5 Table 4 -3 Year 2008 Unsignalized Key Intersection Peak Hour Delay and LOS Summarya a. Delay = Average Control Delay (seconctsivemcie). ivts= normoounu. on= souuiuL)uuu. nn= caakJuu... L . —W aLVUu••4. �� •.�� - -- -• -- delay (0 -10 sec. /veh. =LOS A; 10 -15 sec. /veh. =LOS B; 15 -25 sec. /veh. =LOS C; 25 -35 sec. % w uveh. =LOS D; 35 -50 sec. /veh. =LOS E; 50+ sec. /veh. _ LOS F) per HCM 2000 page 17 -2. Appendix B includes all of the HCS 2000 unsignalized intersection peak hour worksheets.. Assumes the lane geometrics shown in Figure 5 -1 .and an 8 percent heavy vehicle mix. The average approach control delay was shown for the minor street approach that exhibits the most delay at TWSC intersections. Since AWSC intersections do not have minor approaches, the delay and LOS for the approach with the most delay -were included under the heading "Minor Approach Delay/LOS ". NA = Not Applicable. b. Overall intersection delay and intersection LOS are shown for this all -way stop - controlled intersection. on I No- Project With Project Change In Unsignalized Intersection Major Left Minor Approach Major Left Minor Approach Minor Approach Delay/LOS Move Delay/LOS Delay/LOS Move Delay/LOS Delay LOS TWO -WAY STOP CONTROL Madison St. @ Site Access /PGA W. - Morning Peak Hour 8.4/A EB 12.08 8.4/A EB 13.28 1.2 No - Evening Peak Hour 8.0/A EB 10.9B 8.9/A EB 12.1B 1.2 No W. Site Access @ Avenue 54 - Morning Peak Hour Intersection Does Not Exist 7.6/A NB. 10:58 NA NA - Evening Peak Hour 8.0/A NB 11.4 /13 NA NA E. Site Access @ Avenue 54 - Morning Peak Hour Intersection Does Not Exist 7.6/A NB 10.48 NA NA - Evening Peak Hour 8.0/A NB 11.4 /13 NA NA ALL -WAY STOP CONTROL Madison St. @ Avenue 58 - Morning Peak Hour 8.52/Ab SB 8.75/A 8.59/Ab SB 8.85/A 0.07 No - Evening Peak Hour 9.18 /Ab EB 9.60/A 9.25/Ab EB 9.65/A 0.07 No a. Delay = Average Control Delay (seconctsivemcie). ivts= normoounu. on= souuiuL)uuu. nn= caakJuu... L . —W aLVUu••4. �� •.�� - -- -• -- delay (0 -10 sec. /veh. =LOS A; 10 -15 sec. /veh. =LOS B; 15 -25 sec. /veh. =LOS C; 25 -35 sec. % w uveh. =LOS D; 35 -50 sec. /veh. =LOS E; 50+ sec. /veh. _ LOS F) per HCM 2000 page 17 -2. Appendix B includes all of the HCS 2000 unsignalized intersection peak hour worksheets.. Assumes the lane geometrics shown in Figure 5 -1 .and an 8 percent heavy vehicle mix. The average approach control delay was shown for the minor street approach that exhibits the most delay at TWSC intersections. Since AWSC intersections do not have minor approaches, the delay and LOS for the approach with the most delay -were included under the heading "Minor Approach Delay/LOS ". NA = Not Applicable. b. Overall intersection delay and intersection LOS are shown for this all -way stop - controlled intersection. on I Table 4 -4 Year 2008 Signalized Key Intersection Peak Hour Delay and LOS Summarya a. Delay= Intersection Delay (seconds per vehicle). Assumes intersection geometrics shown in vigure -i ana an eignt percent neavy venicie mix. Based upon the.HCM 2000 Signalized Operation Methodology implemented by Version 4.1d of the HCS 2000. See Appendix B for the signalized intersection HCS worksheets. 4 -7 No- Project With Project Chan e In Signalized Intersection Delay Critical LOS Delay , Critical LOS Delay LOS (Sec./Veh.) V/C (Sec./Veh.) V/C (Sec./Veh.) Jefferson Street @ Highway 111 - 'Morning Peak Hour 27.9 0.67 C 28.4 0.69 C 0.5 No - Evening Peak Hour 35.9 0.87 D 36.9 0:88 D 1.0 No Jefferson Street @ Avenue 54 - Morning Peak Hour 13.2 0.32 B 13.7 0.35 B 0.5 No - Evening Peak Hour 14.3 0.57 B 15.0 0.62 B 0.7 No Madison Street @ Avenue 54 - Morning Peak Hour 6.3 0.29 A 7.2 0.36 A 0.9 No - Evening Peak Hour 8.2 0.48 A 9.1 0.53 A 0.9, 140 Monroe Street @ Avenue 54 - Morning Peak Hour - Evening Peak Hour 10.9 12.4 0.30 0.55. B B 11.2 12.9 0.33 0.58 B B 0.3 0.5 No No a. Delay= Intersection Delay (seconds per vehicle). Assumes intersection geometrics shown in vigure -i ana an eignt percent neavy venicie mix. Based upon the.HCM 2000 Signalized Operation Methodology implemented by Version 4.1d of the HCS 2000. See Appendix B for the signalized intersection HCS worksheets. 4 -7 co u, cy 55/87 —801/992 i, 159/220 87/128 r & ,n 587/1120 -> N CO �45/344-, M � T. Figure 4 -4 Year 2008 Traffic Volumes With Project Highway 111 Avenue 48 y � Legend CD '-5/8 AM /PM Peak Hour —i-- -- Avenue 50 —206/247 ,F4/14 r' CO Turning Volume Avenue 58 �Vndo Engineering T Scale: 1" = 3770' i 159/293 - r 10/32 Avenue 52 rJf 41 /97 cr, u, L410/763 �- 162/230 126/187 CO N LO 9/30 12/19 N r ° 39/ 181/229 52/44) ..J 4 49/45 52/13 155/249 -> i' 118/220 -► C, M 15!19 -� (:' � CO 16/53-1 CO N 12/3 °' T 3/6� a N 129/283 -> a 2'3-i cD "' 446/419 -1 N CO M P, 14 54 'L38/24 CO Q N ° M 0/0 <: Project:: ::..:: • c a� d v%� ,F13/8 Site__ "�� U) 14/11 O /0-'. a 2/8- N Airport Blvd. CO F 7 i 5; ' CO °' �, 29/36) � c' C y , 15/56 a N o 5/8 � c Cz Avenue 58 �Vndo Engineering T Scale: 1" = 3770' i Daily Volume -To- Capacity Analysis Projected year 2008 +project daily traffic volumes were divided by the current daily roadway capacities to determine daily volume -to- capacity ratios for year 2008 +project conditions. A comparison of the daily V/C ratios before and after project - related traffic is added to the street network from Table 4 -2 reveals the impact of the proposed project. Upon completion of the proposed project in the year 2008, project - related traffic will utilize. up to 10 percent of the current daily capacity of the roadways within the study area. Following the addition of project - related traffic,'all of the roadway segments analyzed are expected to carry daily traffic volumes that comprise less than 80 percent of their daily capacity in the year 2008, except one. With or without site traffic, Highway 1.11 (east of Jefferson Street) is projected to carry daily traffic volumes that represent 86. percent of the daily capacity of this roadway segment. This constitutes a "near capacity" condition which indicates that widening of Highway 111 to provide an additional through lane in each direction may be needed before many years have passed. Peak Hour Intersection Analysis ' Unsignalized Intersection Analysis Project- related traffic will increase the peak hour average control delay by up to 1.2 ' seconds per vehicle on the intersection approaches with the most delay at the unsignalized key intersections in the.year 2008. Despite these increases in delay, project - related traffic is not expected to.cause any of the peak hour levels of service to change on the unsignalized key intersection approaches with the most delay in the year 2008. The peak hour levels of ' service on these approaches will remain LOS A or LOS B during the morning and evening peak hours, following the addition of project - related traffic. ' As shown in Table 4 -3, once project - related traffic volumes are added to year 2008 ambient volumes, the AWSC intersection of Madison Street and Avenue 58 will provide LOS A operation, with intersection delays that range from 8.59 to 9.25 seconds per vehicle during the peak hours. Site traffic will increase the peak hour overall intersection control delay at tthis intersection by 0.07 seconds per vehicle but will not change the level of service during the peak hours. ' Although site traffic will increase the peak hour control delay at the unsignalized key intersections, the levels of service are projected to remain at or below LOS B in the year 2008. Since the City of La Quinta minimum intersection performance standard will be met ' at these unsignalized key intersections upon project completion without mitigation other than that proposed to facilitate site access, the project- related impact at these intersections is not considered significant. ' Signalized Intersection Analysis Table 4 -4 provides the peak hour intersection average control delay and LOS at the signalized key intersections for year 2008 +project conditions. Following the addition of project - related traffic; the signalized key intersections will provide acceptable levels of service (LOS D or better operation) in the year 2008, provided that the three unsignalized key intersections along Avenue 54 are signalized. ' The three unsignalized key intersections along Avenue 54 ( i.e.*Jefferson Street at Avenue 54, Madison Street at Avenue 54, and Monroe Street and Avenue 54) currently meet peak . ' hour traffic signal volume warrants but provide acceptable levels of service. Project- related ' 4 =8 traffic will contribute to the need for signalization at these three unsignalized key intersections along Avenue 54. Following the addition of project - related traffic, the intersection control delay values at the signalized key intersections will increase by up to 1.0 seconds per vehicle. Increases in average control delay of this magnitude will not be sufficient to change the peak hour levels of service at any of the signalized key intersections. Based upon the City of La Quinta minimum intersection performance standard, no mitigation will be required at any of the signalized key intersections to maintain acceptable levels of service with year 2008 +project traffic volumes. The project- related impact on the signalized key intersections is not expected to be significant in the year 2008. 4.5 TRAFFIC SIGNAL WARRANTS The installation of a'traffic signal should be considered if one or more of the warrants is met; however, the satisfaction of a warrant is not necessarily sufficient justification for the installation of signals. Delay, congestion, approach conditions, driver confusion, future land use or other evidence of the need for right -of -way assignment_ beyond that which could be provided by stop signs must be demonstrated. The evaluation of peak hour levels of service at unsignalized key intersections provides a preliminary indication of when and where traffic signals might be needed in the study area to improve levels of service. Future peak hour traffic projections at the unsignalized key intersections were compared to rural peak hour traffic signal volume warrants to determine whether or not. the installation of new traffic signals would be warranted. Appendix C includes the peak hour traffic signal warrants as well as spreadsheets with the peak hour traffic volume projections at each unsignalized key intersection with and without project- related traffic. Other than the three intersections along Avenue 54 (i.e. Jefferson Street at Avenue 54, Madison Street at Avenue 54, and Monroe Street and Avenue 54) previously identified as meeting rural peak hour signal warrants with existing traffic volumes, no other unsignalized key intersections or site access intersections are expected to meet signal warrants with year 2008 +project traffic volumes. None of the site access intersections are projected to meet traffic signal warrants with General Plan buildout traffic volumes. Although future traffic volumes on Madison Street are anticipated to be high, the westbound minor street approach volume (50 vehicles per hour or less) at'the site access will remain below the rural traffic signal warrant minimum volume threshold (75 vehicles per hour) for minor street approaches. Similarly, the northbound approach volume at the western site access on Avenue 54 will remain below the minimum volume threshold for the minor street approach. Consequently, the western site access on Avenue 54 is not expected to ever meet traffic signal volume warrants. The eastern site access on Avenue 54 is projected to serve the highest percentage of project - related traffic. The peak hour northbound minor street approach volume is estimated to be 75 vehicles per hour, which is equal to the rural traffic signal warrant minimum volume threshold for a one -lane approach. However, future daily traffic volumes on Avenue 54 are expected to remain relatively low. The projected year 2008 +project daily traffic volume on Avenue 54 at this location (approximately 6,000 ADT) exceeds the General Plan buildout traffic projection. To warrant a traffic signal at the intersection of the proposed eastern site access with Avenue 54, the future daily traffic volume on Avenue 54 would have.to be more than twice the 2008 +project traffic volume. Therefore, even if ultimate traffic volumes exceed the 4 -9 General Plan buildout projection by a wide margin, traffic signals will not be required at the proposed eastern site access intersection on Avenue 54. If the delay associated with northbound left -turns becomes excessive at the eastern site access on Avenue 54, project - related traffic has the option of avoiding the delay by diverting to the site access on Madison Street and making a right -turn during peak travel periods. 4.6 OTHER CONSIDERATIONS Consistency with the Circulation Element Madison Street Tentative. Tract Map 32879 (dated 8/13/04) shows Madison Street adjacent to the western site boundary as a four -lane divided primary arterial with an 18 -foot raised median and a 110 =foot right -of -way. This is inconsistent with the recent re- classification of Madison Street in the General Plan Circulation Element as a major arterial, between Avenue 54 and Avenue 58. The west side of Madison Street is fully improved as a. primary arterial with a 34 -foot roadbed, adjacent to the PGA West development. Prior to the La Quinta General Plan update of March 20, 2002, Madison Street was a master planned primary arterial between Avenue 50 and Avenue 58. Consequently, the Madison Street improvements made in conjunction with development of the PGA West Specific Plan (both adjacent to the proposed Griffin Ranch development and south of Griffin Ranch) reflect primary arterial improvement standards. The proposed project is a Specific Plan -which includes an amendment to the Circulation Element to classify Madison Street as a primary arterial, consistent with the dedications and improvements of adjacent development. A separate traffic report will be prepared which ' examines the appropriate roadway classification for Madison Street (between Avenue 54 and Avenue 58) based upon projected development intensities rather than entitlements. The proposed project shall incorporate the Class II bikeway facility and Class II golf cart ' path a minimum of 8 feet wide and appropriately striped adjacent to the site along Madison Street. The striped lane will accommodate one -way golf cart travel and be shared with bicyclists. Avenue 54 ' Avenue 54 is currently master planned as a secondary arterial adjacent to the northern boundary of the project site. Secondary arterials require an 88 -foot right -of -way and typically provide four -lane undivided roadways. Prior to the La Quinta General Plan update of March 20, 2002, Avenue 54 was master planned as a primary arterial that would t have required a 100 -foot right -of -way and provided a four -lane divided cross - section with a raised landscape median. Tentative Tract Map 32879 appears to show Avenue 54 adjacent to the site as a primary arterial with a raised 12 -foot median and a 100 -foot right -of -way. This is inconsistent with the lower classification of Avenue 54 currently shown in the La Quinta Circulation Element. A landscaped parkway is shown adjacent to the right -of -way with a width of 24 feet. A six -foot wide meandering sidewalk is shown along Avenue 54. The Griffin Ranch Specific Plan reflects the most recent secondary arterial classification of Avenue 54, east of Madison Street. The Tentative Tract Map is expected to be revised to reflect the smaller right -of -way 'required by the secondary arterial classification. 4 -10 The proposed project shall incorporate the Class II bikeway facility and Class II golf cart path a minimum of 8 feet wide and appropriately striped adjacent to the site along Avenue 54. The striped lane will accommodate one -way golf cart travel and be shared with bicyclists. ' Site Access and Internal Circulation 11 The project site has adequate access for the land uses proposed. As shown on Figure 2 -3, the project proposes three unsignalized full -tum access points from the two abutting master planned arterial roadways. They include: (1) the main site access on Madison Street; (2) the western site access on Avenue 54; and (3) the eastern site access on Avenue 54. All three site access intersections would be controlled by stop signs facing traffic on the minor street approach (i.e. controlled by stop signs facing motorists leaving the site). With three full -turn access points serving 305 single - family dwelling units, these intersections are expected to provide excellent levels of service (LOS B or better) on all movements. Madison Street Access Spacing The proposed site access on Madison Street is located approximately 2,000 feet south of Avenue 54, opposite an existing access to PGA West. Another access to PGA West is located less than '1,000 feet south of the proposed access. The distance from Avenue 54 to the proposed site access on Madison Street complies with the City's minimum intersection spacing standard for primary arterials. However, the distance from the site access to the PGA West access to the south is 60 feet less than the 1,060 feet minimum separation specified in the La Quinta General Plan for primary arterials. Although the access is not consistent with the minimum intersection spacing specified in the General Plan, the City of La Quinta may opt to approve this access because it is located opposite an existing access to PGA West. The proposed access is more than the minimum 250 feet from the nearest driveway. The proposed site access is located opposite an existing access that does not have sufficient minor street approach traffic volumes to warrant signalization. Since traffic from the proposed project will not meet the rural traffic signal warrant minimum volume threshold for minor street approaches (75 vehicles per hour), a traffic signal will not be warranted with the proposed project at the existing access to PGA West. Engineering Bulletin #03 -08 details City policy regarding auxiliary lanes. As outlined therein; auxiliary lanes shall be installed on all primary arterial and higher classification streets. Based upon the number of project - related peak hour trips entering the site by making left -turn movements from Madison Street (41), a southbound left -turn bay will be required at the site access. A northbound right -turn deceleration lane will not be required, as fewer than 50 vehicles per hour will enter the site by making northbound right -turn movements from Madison Street at the proposed site access. Avenue 54 Access The two proposed site access locations on Avenue 54 are located a minimum of 855 feet from the nearest intersection, and more than the requisite minimum 250 feet from the nearest driveway. Therefore, both of these site access intersections comply with the City's minimum intersection spacing requirements for secondary arterials. Although normally discouraged along secondary arterials, full -turn access is appropriate at the two locations on Avenue 54 because the project frontage on Avenue 54 is interrupted by 4 -11 a 40 -acre horse ranch (which occupies 1,320 feet of frontage on Avenue 54) that is not part of the proposed project and future traffic volumes are projected to remain quite low on ' Avenue 54. The two development areas on either side of the 40 -acre out parcel cannot share a single combined access on Avenue 54 without causing many residents to travel across the site on internal residential streets to circle the 40 -acre parcel in an effort to gain ' access to /from Avenue 54. Whether one site access or two site access points are provided on Avenue 54, future traffic volumes. are not expected to be sufficient to warrant signalization of the site access intersection(s) with Avenue 54. ' Pending full -width improvements on the north side of Avenue 54, opposite the Griffin Ranch project, Avenue 54 was assumed to be striped as a 2-lane-divided (modified secondary) arterial upon project completion. The HCS 2000 analysis indicates that a major ' street left -turn bay for either of the site access intersections would require minimal storage space. The 95th percentile back of queue would be less than one vehicle because the opposing volume is low and the site access intersections will not warrant signalization. ' Current practice indicates that a minimum storage length of 100 feet is appropriate in suburban /urban areas and 50 feet is appropriate in rural areas.1 These minimum lengths apply when the HCS 2000 modeling indicates that a shorter queue length is anticipated. ' The total length required for left -turn bays should include the storage queue length as well as deceleration length and taper. The City of La Quinta requires a minimum pocket length of 100 feet plus taper and permits the taper to be part of the deceleration length. The City ' General Plan also specifies that left -turn pockets be 10 feet long for each 10 mph of speed limit. With a 50 mph speed limit, left turn pockets on Avenue 54 would require 50 feet of deceleration length. A standard taper length of 100 feet is typically used for single -lane left -turn bays. Although the eastern site access on Avenue 54 is projected to have 30 vehicles per hour (VPH) turning left into the site and 53 VPH turning right into the site, auxiliary lanes are not required at either the western or eastern site access (based upon the criteria in Engineering Bulletin #03 -08) because Avenue 54 is classified as a secondary arterial. A four -lane undivided roadway would accommodate vehicles turning from the inner lane or ' the outer lane by allowing trailing vehicles to divert around them when necessary. As a two -lane divided (modified secondary arterial; Avenue 54 would be wide enough to accommodate a westbound left -turn bay at the eastern site access and shoulders of sufficient width for eastbound vehicles to decelerate out of the travel lane prior: to turning ' right into the site. The future traffic volume on Avenue 54 is projected to be low enough that a two -lane divided roadway would be able to provide acceptable levels of service. Dual Left -Turn Lanes ' The intersection of Jefferson Street and Highway 111 currently has dual northbound left - turn lanes but a single southbound left -turn lane. Dual left -turn lanes are recommended for ' consideration in the Caltrans "Highway Design Manual" when the left -turn volume exceeds 300 vehicles per hour. ' The intersection of Jefferson Street and Highway 111 is projected to have up to 215 peak hour southbound left- turning vehicles and therefore will not require dual southbound left - turn lanes to provide acceptable levels of service with year 2008 +project traffic volumes. However, the addition of a second left -turn lane would increase the capacity of the 1. Stover, Vergil G., Frank J. Koepke, Transportation and Land Development. Institute of Transportation Engineers, 2002 (pg. 5-53). 1 4 -12 intersection and may be required in the future as traffic volumes continue to increase at this intersection. Roundabouts The Tentative Tract Map includes two roundabouts adjacent. to the proposed equestrian center, near the main site access on Madison Street. These roundabouts appear to have an inscribed diameter of approximately 120 feet. The traffic volumes projected through these roundabouts will be well below their capacity.. The roundabouts should be reviewed by an individual with demonstrated expertise to insure that vehicles towing horse trailers to and from the equestrian center will have sufficient space in which to negotiate the roundabouts. 4 -13 1 5.0 CIRCULATION MITIGATION MEASURES Figure 5 -1 illustrates the minimum key intersection approach lane geometrics required to maintain acceptable levels of service upon project completion in the year 2008. With the exception of the new traffic signals required at the three unsignalized key intersections on Avenue 54, the improvements depicted in Figure 5 -1 are proposed in conjunction with the Griffin Ranch project to facilitate site access. The traffic impact analysis summarized herein assumed the existing circulation network, which does not include the extension of Madison Street, north of Avenue 54. However, the Hideaway development is currently under construction north of Avenue 54, between Jefferson Street and the future. alignment of Madison Street. Consequently, the extension of Madison Street northerly, from Avenue 54 to Avenue 52, is expected to be completed within the next 2 to 4 years. In addition, the City of Indio has recently decided to extend Madison Street from Avenue 50 to Highway 111. Since the proposed Griffin Ranch development may not be completed for four years, the circulation network in the project vicinity may need to fully accommodate the proposed project and background growth, prior to the extension of Madison Street. Therefore, the traffic. study addressed the worst -case scenario wherein Madison Street terminates at Avenue 54 through the year 2008. Once Madison Street is constructed between Avenue 54 and Avenue 52, a substantial portion of the existing traffic on Madison Street, south of Avenue 54, will no longer pass through the intersection of Jefferson Street and Avenue 54. Instead of diverting to the west to use Jefferson Street, north -south travel will be accomplished on Madison Street, north of Avenue 54. The anticipated reduction in traffic'through the intersection of Jefferson Street and Avenue 54 may mean that the traffic signal required at that intersection in the near -term to maintain acceptable levels: of service, may no longer be necessary after the extension of Madison Street. Similarly, without the extension of Madison Street, the intersection of Monroe Street and Avenue 54 is projected to require signalization to accommodate year 2008 traffic volumes at acceptable levels of service. Extending Madison Street northerly from Avenue 54 may divert sufficient traffic from the intersection of Monroe Street and Avenue 54 to eliminate the near -term need for a traffic signal at this intersection. However, based on the General Plan buildout traffic volumes, a traffic signal will ultimately be required at this intersection. The following mitigation measures should be incorporated in the project to minimize the potential for significant adverse circulation impacts associated with the proposed development. The measures recommende&are separated into two groups: those required on the project site, and those required off -site. 5.1 MEASURES REQUIRED ON -SITE 1. The project proponent shall dedicate appropriate right -of -way and improve Madison Street and Avenue 54 adjacent to the project site, as required by the City of La Quinta. 2. An on- street Class ITbikeway and golf cart path (a minimum of 8 feet wide) shall be appropriately striped along Madison Street and Avenue 54 adjacent to the site. 5 -1 c Avenue 48 Avenue Avenue 52 "T If T Figure 5 -1 Year 2008 Intersection Lane Geometrics Legend Exclusive Right -Turn Lane F— Through Lane Exclusive Left -Turn Lane Optional Through /Right Lane- Optional Through /Left Lane Optional Through /Right/Left Lane Q Signalized Intersection Q Future Traffic Signal ❑ All Way Stop Control Stop Sign Avenue 54 a !:Projt::;::::::.::• a� •I Site in 0 a. Airport Blvd. T c _ LJ o Avenue 58 T �Vndo Engineering Scale: 1 " = 3770' Highway 111 c Avenue 48 Avenue Avenue 52 "T If T Figure 5 -1 Year 2008 Intersection Lane Geometrics Legend Exclusive Right -Turn Lane F— Through Lane Exclusive Left -Turn Lane Optional Through /Right Lane- Optional Through /Left Lane Optional Through /Right/Left Lane Q Signalized Intersection Q Future Traffic Signal ❑ All Way Stop Control Stop Sign Avenue 54 a !:Projt::;::::::.::• a� •I Site in 0 a. Airport Blvd. T c _ LJ o Avenue 58 T �Vndo Engineering Scale: 1 " = 3770' 3. A-left -turn bay shall be constructed in the median along Madison Street as a refuge and to permit southbound motorists to decelerate out of travel lanes prior to turning ' left into the site access on Madison Street. 4. The final layout and site access design shall be subject to the review and approval of ' the City Traffic Engineer during the development review process, to ensure compliance with City of La Quinta roadway and access design standards. 5. Clear unobstructed sight distances shall be provided at all site access points.and at all ' internal intersections including the roundabouts. 6. Stop signs shall be installed on -site at the proposed access points, on Madison Street and Avenue 54 to control exiting site traffic. 7. The project proponent shall provide (at a minimum) the lane geometrics shown in ' Figure 5 -1 at the site access points in conjunction with on -site development. 8. Appropriate street.lightmg and signage shall be provided as part of the roundabout design. ' 9. The proposed roundabouts on -site should be reviewed by an individual with demonstrated expertise in roundabout design. 5.2 MEASURES REQUIRED OFF -SITE All of the off -site key intersections are projected to operate at acceptable levels of service ' with existing intersection approach lanes, provided three new traffic signals are installed at the three unsignalized key intersections along Avenue 54. 1. To achieve and maintain the City of La Quinta minimum intersection performance standard of LOS "D" in the year 2008 (with or without project traffic), the project proponent may be required to contribute on a "fair- share" basis to the cost of installing traffic signals at the following key intersections: (1) Jefferson Street at ' Avenue 54, (2) Madison Street at Avenue 54, and (3) Monroe Street at Avenue 54. 2. The project proponent may be required to participate in a traffic mitigation fee ' program which would ensure that a "fair- share" contribution is made to future roadway infrastructure improvements of area -wide benefit. ' S -2 .p a x � 1 1 1 1 1 1 1 1 L 1 1 1 1 I Appendices. A. 2004 Peak Hour Traffic Count Data R. HCM Methodology. and Worksheets C. Traffic Signal Warrants D. Traffic Glossary. Appendix A 2004 TRAFFIC COUNT DATA i � 11 ' CITY OF LA QUINTA Directional Volume Counts August 2004 Counts Unlimited, Inc. 25424 Jaclyn Avenue Moreno Valley, CA 92557 T 909 247 6716 F 909 924 8604 96' 66 S6' S6' S6' Be ' d'H'd LS61 £91T 899 SZ9 L6L 08S amnToA OO:ZO W90 SI :ZO .0190 OO:ZO 86:01 inoH Kead ' $ IS WOS WD R I Inds 656LI 6ZZ6 OILS sTeaoy de0 MOT 99SL Z81S ME LOOS EZLE sjeIoy , 61 SZ OTT 68Z 98 R sts T SS TI 09S TIT SVTT L£ TOE ZZ LET ST 69t OE:TT SE SLZ 9Z 6ZI 6 661 ST :TT 96 LIZ 9Z TZi 0Z 91T OO:TT ' 6LZ 09 E801 TSZ Z91 9E 6IS OET Z11 6Z 69S IST W OT E9 6LZ E6 66T OZ SET OE:01 09 68Z LE LET EZ 0I ST:OT. T6 6EZ 96 Oct S6 III OV OT , 6Z6 8L MI 96Z 8SZ 96 TOS EZI ILI ZE US III 56 :60 ITT 86Z 69 TZT Z6 LZI OF 60 801 19Z L9 6ZT I6 III ST :60 , ZE1 .69Z 9L 8Z1 9S UT 00'60 LOS TIT CLOT LLZ 96E 98 61S III UZ S6 ZSS 96T SVS0 _ 0T 6ST ZSZ L9Z 88 LB SIT IN 6S ZL LET 66t ONO ST :SO , OST SLZ 58 OST S9 SZI 00,80 69L SOT MI 98Z OZ6 801 US 9E1 66.E LL 99S OST SV LO 0.9T 6LZ 68 9ET IL UT ONO . 061 LOE 001 Z91 06 SK SI LO ' 6ZZ ZLZ EZI 66I 90T 8ZI OO:LO E98 06I HOT S8Z 80 66 SSS SSI SH 16 S0 OET st:90 961 66Z SOT 69T 16 SET OE:90 SZZ ON OEt TZT S6 LOT 91 :90 ' ZSZ BIZ 66T SIT 801 EOT 00:90 9SII ZLZ L99 6ZZ LE9 BET 606 661 61S HI 8SZ S8 W S0 68Z OR EST UT TOT 9L OE:SO , SOE ZZT SLT 6L OET 86 ST :SO SZE 86 ILI 66 6St 0 00S0 TLIT S8Z 88Z 081 SL IS 819 6ST TST ZL TE EZ ESS 9ZI LET SOT 66 OE SV60 O[:60 ' 66Z ZE Z91 6 LET EZ ST:60 66Z OZ 96T 6 EST II 0060 99ZI 66Z 6S 91 S09 SM TZ 6 199 66T 8E ZI S6:E0 SEE IT ZST S EST 9 OE:10 t ZOE 9T OST 9 ZST OT SU IO SEE 91 891 9 UT OT OO :EO LS6I OLE OS L 099 SLI 6Z S L6L. EOZ TZ Z SV ZO SLE L L91 L 80Z OT OE :ZO ' SH ET 89T 9 L6T L SI:ZO RE ET OST IT 681 Z OO :ZO MI S6Z 09 OT 69S III SE S 6Z9 Z91 SZ S SV TO ' ZTE 8I BET Zt 6LI 9 O[ :TO 68Z LT 081 01 6£I L ST :TO ZOE ST 86T B 6ST L 00:10 9801 08Z Z6 L Its ZSI 6S ZT S68 8ZI EE S SV ZT ' OLZ- TZ LZI I .E6t 8 OE:ZT 99Z TZ TZT 91 S6T S ST:ZI OLZ EE 9T 81 6ZI ST EO /80 OO:ZT W'd W 7d W['� 'd N am y' Aepsany < - -- pautgmoD > < - - - ONES. -- - - - - >< - nNHN -> ut6eg I a ed H N ITISS & Q'I at ?d yNno3 SwI140A M01133410 SH 6Z 600Z /EO /80 ;aaea a1e95 ' Tit x5 /S ' HMO apoo alts 910-0.Z-606 NosHSddSP •auI paatqttun slunoo viminb vq d0 1113 1 ' CITY OF LA 4 UINTA Counts Unlimited Inc. MADISON AVENUE 909. 247 -6716 Site Code : 096878 /AVBNUB 54 Start Date: 08/03/2004 eS 24 HR DIRECTIONAL VOLUME COUNT File I.D. LQMAS054 NORTH /SOUTH Page 1 'Time Begin < - - - - -- A.M NBND ------ > < PM - - - - -- A.M. SBND ------ > < PM - - - - -- Combined A. M - PM -.> Tuesday 12:00 08/03 2 50 3 33 . 5 83 12:15 1 60 0 42 1 102 '12:30 1 12:45 0 4 47 48 205 0 1 4 52 43 170 1 1 8 99 .91 375. 01:00 1 68 6 54 7 122 01:15 0 61 0 55 0 116 0 60 2 49 2 109 '01:30 01:45 2 3 52 241 0 8 53 211 2 11 105 452 02:00 . 1 83 0 39 .1 122 '02:30 02:15 0 0 81 124 0 3 47 44 0 3 128 168 02:45 1 2 83 371 0 . 3 51 181 1 5 134 552 03:00 3 67 4 46 7 113 03:15 2 03:30 1 58 114 0 3 34 31 2 4 92 145 03:45 1 7 56 295. 2 9 30 141 3 16 86 436• 04:00 6 56 1 37 7 93 '04:15 3 04 :30 9 48 41 7 24 34 47 10 33 82 88 04 :45 8 26 48 193 25 57 25 143 33 83 73 336 05:00 22 63 11 26 33 89 05:15 9 47 24 28 33 75 05:30 31 23 42 25 73 48 05:45 26 88 26 159 84 161 28 107 110 249 54 266 '06:15 06:00 17 26 33 19 53 65 23 21 70 91 56 40 06:30 46 13 78 15 124 28 06:45 26 115 16 81 . 104 300 20 79 130 415 36 160 07 :00 20 07 :15 35 13 21 85 75 18 20 105 110 31 41 07:30 46 21 61 15 107 36 07:45 42 143 18 73 62 283 16 69 104 426 34 142 '08:00 41 08:15 56 12 11 57 53 12 10 98 109 24 21 08:30 39 10 56 10 95 20 08:45 43 179 9 42 51 217 13 •45 94 . 396 ' 22 87 . 48 4 49 6 97 10 '09:00 09:15 54 4 52 15 106 19 09:30 49 8 46 9 95 17 I '10:00 09:45 49 49 200 8 4 24 49 55 196 6 11 36 98 104 396 14 15 60 10:15 60 4 44 8 104 12 10:30 46 1 27 4 73 5 '10:45 68 11:00 60 223 5 0 14 45 54 171 2 2 25 113 114 .394 7 2 39 11 :15 54 2 44 2 98 4 11:30 56 1 40 2 96 3 11:45 60 230 1 4 1 47 185 4 16 101 415 5 14 ' Totals 1220 1.702 1594 1217 2814 2919 Day Totals 2922 2811 5733 1 Split 3 43.33 58.33 56.63 41.6% 0 E:30 02:00 Peak Hour 10:45 02:00 06:30 01:00 Volume 238 371 342 211 469 552 ' P.H.F. 87 .14 .82 95 .90 .82 I I 09 924 8604 N W E S NOT TO SCALE .CITY OF LA QUINTA JEFFERSON AVENUE & SR -111 5470-JEFFERSON-1 11 ' COUNTS UNLIMITED INC. Peak Hour From 0700 AM to 08:45 AM - Peak 1 of 1 25424 JACLYN AVENUE CITY OF LA QUINTA MORENO VALLEY CA 92557 File Name : LQJE111AM 'N /S: JEFFERSON AVENUE 909- 247 -6716 Site Code : 00096831 ' EM: SR -111 Start Date .: 8/3%2004 WEATHER: SUNNY Page No :2 Volume 127 282 49 Peak Hour From 0700 AM to 08:45 AM - Peak 1 of 1 By 06:00 AM 07:30 AM 07:30 AM 07:45 AM ' Approach Volume 127 282 49 458 .118 600 41 759 221 274 103 598 78 452 97 627 Percent 27.7 61.6 10.7 15.5 79.1 5.4 37.0. 45.8 17.2 12.4 72.1 15.5 High Int. 08:00 AM .07:45 AM 07:30 AM 07:45 AM Volume 29 83 17 129 36 176 9 221 61 74 28 163 17 123 30 170 Peak Factor 0:888 0.859 0.917 0.922 t 1 'CITY OF LA QUINTA N /S: JEFFERSON AVENUE E/W: SR -111 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 (,rniinc Prinfcrl- Tr)TG1 \ /rll I IMF File Name : LQJE111AM Site Code :00096831 Start Date : 8/3/2004 Page No : 1 w JEFFERSON AVENUE SR -111 JEFFERSON AVENUE . SR -111 ' Southbound' Westbound Northbound 29 83 Eastbound 129 36 151, Start Time Left Thru Right Total Left Thru Right Total F1.0 eft Thru Right Total Left Thru Right Total Total 144 Factor 1.0 1.0 1.0 28 1.0 1.0 1.0 21 1 1.01 1.01 08:30 AM 1.01 1.01 1.0 104 20 07:00 AM 20 81 6 107 37 113 13 163 37 62 11 110 16 63 14 93 473 07:15 AM 14 77 9 100 22 108 14 144 48 52 19 119 10 107 26 143 506 07:30 AM 17 66 15 98 20 129 12 161 61 74 28 163 12 99 30 141 '563 07:45 AM 18 65 11 -941 36 176 9 221 47 69 25 141 1 17 123 30 170 626 Total 69 289 41 3991 115 526 48 6891 193 257 83 5331 55 392 100 547 2168 w 08:00 AM 29 83 17 129 36 151, 12 199 58 73 22 153 15 98 22 135 616 08:15 AM 27 81 13 121 26 144 8 178 55 58 28 141 21 .120 21 162 602 08:30 AM 37 55 12 104 20 127 8 155 50 60 15 125 25 111 24 160 544 08:45 AM 34 63 7 104 15 137 18 170. 71 60 24 155 9 122 18 149 578 Total 127 282 49 458 97 559 46 702 234 251 89 574 70 451 85 606 2340 . Total 196 571 90 857 212 1085 94 1391 427 508 172 1107 125 843 185 1153 4508 'Grand Apprch % 22.9 66.6 10.5 15.2 78.0 6.8 1 38.6 45.9 15.5 I 10.8 73.1 16.0 Total % 4.3 12.7 2.0 19.0 4.7 24.1 2.1 30.9 9.5 11.3 3.8 24.6 2.8 18.7 4.1 25.6 JEFFERSON AVENUE SR -111 JEFFERSON AVENUE SR -111 Southbound Westbound Northbound . Eastbound Start Time Left Thru Right Ap Total Left Thru Right App- Total Left Thru Right App- Total Left Thru Right Total Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1. Intersection 07:30 AM Volume 91 295 56 442 118 600 41 759 221 274 103 598 65 440 103 608 2407 Percent 20.6 66.7 12.7 15.5 79.1 5.4 37.0 45.8 17.2 10.7 72.4 16.9 07:45 Volume 18 • 65 11 94 36 176 9 221 47 69 25 141 17 123 30- 170 626 Peak Factor 0.961 High Int. 08:00 AM 07:45 AM 07:30 AM 07:45 AM 29. 83 17 129 36 176 9 221 .61 74 28 163 17 123 30 170 'Volume Peak Factor 0.857 0.859 0.917 0.894 1 1 ' rCOUNTS UNLIMITED INC. 05:45 PM - Peak 1 of 1 25424 JACLYN AVENUE 05:00 PM 04:45 PM CITY OF LA QUINTA MORENO VALLEY CA 92557 File Name : LQJE111 PM r N /S: JEFFERSON AVENUE 909 - 247 -6716 Site Code : 00096831 E/W: SR -111 Start Date : 8/3/2004 Volume WEATHER: SUNNY 57 535 Page No :2 182 284 95 561 104 842 208 1154 Percent Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 By 05:00 PM 04:45 PM 04:00 PM . 05:00 PM r Approach Volume 182 296 57 535 130 743 65 938 182 284 95 561 104 842 208 1154 Percent 34.0 55.3 10.7 13.9 79.2 6.9 32.4 50.6 16.9 9.0 73.0 18.0 High.lnt. 05:45 PM 05:15 PM 04:15 PM 05:15 PM ' Volume 54. 72 19 28 194 15 54 79 24 19 244 54 r Peak Factor 0 922 0 989 0.893 0.910 r 1 . 1 1 r . CITY OF LA QUINTA N /S: JEFFERSON AVENUE E/W: SR -111 WEATHER: SUNNY. COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909- 247 -6716 r,rnuns Printari- TOTAI Vni l IMF File Name : LQJE111PM Site Code : 00096831 Start Date : 8/3/2004 Page No : 1 ' JEFFERSON AVENUE JEFFERSON AVENUE JEFFERSON AVENUE SR -111 JEFFERSON AVENUE Westbound SR -111 Eastbound Start Time Left Thru Right Southbound Left Thru Westbound App Total Left Northbound 29 72 Eastbound 109 43 168 Start Time Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Total 28 194 1.01 1.01 1.01 57 1.01 1.01 19 244 1.01 1.01 828 21.0 1.01 1.01 1.0 73 17 'Factor 04:00 PM 35 87. 16 138 12 182 24 218 48 69 28 145 18 201 35 254 755 19 04:15 PM 39 66 21 126 '22 192 21 235 54 79 24 157 29 232 37 298 816 57 04:30 PM 41 67 23, 131 30 150 8 188 37 70 20 127 36 218 34 288 734 130 04:45 PM 33 70 13 1161 29 189 16 234 43 66 - 23 1321 22 189 42 253 735 12.4 Total .148 290 73 511 93 713 69 875 182 284 95 561 1 105 840 148 1093 •3040 Int. Total JEFFERSON AVENUE SR -111 JEFFERSON AVENUE SR -111 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App Total Left 05:00 PM 29 72 8 109 43 168 20 231 44 57 28 129 22 206 49 277 746 , 938 167 247 PM 45 79 13 137 28 194 15 237 42 57 38 137 19 244 54 317 828 21.0 '05:15 05:30 PM 54 73 17 144 30 192 14 236 38 67 21 126 33 200 48 281 787 19 244 05:45 PM 54 72 19 145 25 161 19 205 44 48 14 106 30 192 57 279 735 Total 182 296 57 535 126 715 68 909 168 229 101 498 104 842 208, 1154 3096 'Grand Total 330 586 130 1046 219 1428 137 1784 350 513 196 1059 209 1682 356 2247 6136 17 Apprch % 31.5 56.0 12.4 1 12.3 80.0 7.7 1 33.1 48.4 18.5 I 9.3 74.9 .15.8 0.878 Total % 5.4 9.6 2.1 17.0 '3.6 23.3 ' 2.2 29.1 5.7 8.4 3.2 17.3 3.4 27.4 5.8 36.61. Int. Total JEFFERSON AVENUE SR -111 JEFFERSON AVENUE SR -111 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App. Total Left Thru Right App Total Left Thru Right App Total Left Thru .Right App Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 161 294 51 506 130 743 65 938 167 247 110 524 96 839 193 1128 3096 Percent 31.8 58.1 10.1 13.9 79.2 6.9 31.9 47.1 21.0 8.5 74.4 17.1 ' 05:15 45 79 13 137 28 194 15 237 42 57 38 137 19 244 54 317 828 Volume Peak Factor 0.935 High Int, 05:30 PM 05:15 PM 05:15 PM 05:15 P.M '54 73 17 144 28 194 15 237 42 57 38 137 19 244 54 317 'Volume Peak Factor 0.878 0.989 0.956 0.890 t -CITY OF LA QUINTA JEFFERSON AVENUE /AVENUE 54 Turning Movement Counts August 2004 . Counts Unlimited, Inc. • 25424 Jaclyn Avenue Moreno Valley, CA 92557 T 909 247 6716 ■ F 909 924 8604 m aois 0 lu to K CITY OF LA QUINTA JEFFERSON AVENUE & AVENUE 54 N W E S NOT TO SCALE Q BIKE LANE m STOP 5530 JEFFERSON 54 p l>' Y lu to K CITY OF LA QUINTA JEFFERSON AVENUE & AVENUE 54 N W E S NOT TO SCALE Q BIKE LANE m STOP 5530 JEFFERSON 54 COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909- 247 -6716 File Name : LOJE54AM 'N CITY OF LA QUINTA /S: JEFFERSON AVENUE Start Date EMI: AVENUE 54 Page No WEATHER: SUNNY 07:00 AM to 08:45 AM - Peak 1 of 1 COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909- 247 -6716 File Name : LOJE54AM Site Code : 00968113 Start Date : 8/3/2004 Page No :2 JEFFERSON AVENUE Out . In Total 274 422 696 16 94 312 Right . Thru Left North 3 � N N rr r —► /3/2004 7:00:00 AM c ~ /3/2004 7:45:00 AM ro rr A °' TOTAL VOLUME �� ro o 00 � o- W 0 V T r Left . Thru Ri ht 1 87 14 124 102 226 Out In Total JEFFERSON AVENUE Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 By 07:00 AM 07:00 AM 07:45 AM 08:00 AM ' Approach Volume 312 94 16 422 29 2 178 209 2 125 12 139 12 4 1 17 Percent 73.9 22.3 3.8 13.9 1.0 85.2 1.4 89.9 8.6 70.6 23.5 5.9 High Int. 07:00 AM 07:45 AM 07:45 AM 08:00 AM Volume 94 28 2 4 12 0 43 1 31 4 5 3 0 8 ' I rr Peak Factor 0.851 0.950 0.965 0.531 1 ' JEFFERSON AVENUE AVENUE 54 JEFFERSON AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App' Total Left Thru Right App' Total Left Thru Right App' Total Left Thru I COUNTS UNLIMITED INC. 1 87 14 102 9 2 1 12 745 Percent 73.9 22.3 3.8 13.9 1.0 85.2 1.0 85.3 13.7 25424 JACLYN AVENUE 8.3 ' 07:00 94 28 2 124 5 2 42 49 CITY OF LA QUINTA 3. 23 5 0 0 5 MORENO VALLEY CA 92557 Volume File Name : 'N /S: JEFFERSON AVENUE Peak Factor 909 - 247 -6716 Site Code Start Date : 00968113 3 009681 :8/3/2004 E/W: AVENUE 54 High Int. 07:00 AM 07:45 AM 07:45 AM 07:00 AM Volume 94 28 2 124 12 0 43 WEATHER: SUNNY 1 31 4 36 5 0 0 5 ' Peak Factor 0.851 0.950 Page No : 1 .0.708 0.600 Groups Printed- TOTAL VOLUME JEFFERSON AVENUE AVENUE 54 JEFFERSON AVENUE AVENUE 54 ' • Southbound . Westbound Northbound Eastbound Start Time Left Thru Right Total Left Thru Right Total Left Thru Right Total Left EhjK:h t Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 . 07:00 AM 94 28 2 124 5 2 42 49 0 20 3 23 5 0 0 5 201 07:15 AM 69 22 4 95 8 0 45 53 0 18 4 22 0 0 0 0 170 07:30 AM 83 23 3 109 4 0 48 52 0 18 3 21 3 1 0 4. 186 07:45 AM 66 21 7 94 12 0 43 55 1 31 4 36 1 1 1 3 188 Total 312 94 16 422 29 2 178 209 1 87 14 102 9 2 1 12 745 08:00 AM 66 22 1 89 4 1 32 37 1 25 5 31 5 3 0 8 165 08:15 AM 67 31 0 98 8 1 48 57 0 35 1 36 1 .0 0 1 192 t08:30 AM 56 32 34 4 8 92 106 2 7 2 2 49 46 53 55 0 34 0 26 2 5 36 31 2 4 0 1 0 1 2 6 183 198 08:45 AM Total 64 253 119 13 385 21 '6 175 202 1 120 '13 134 12 4 1 17 738 Grand Total 565 213 29 807 50 8 353 411 2 207 27 236 21 6 2 29 1483 ' Apprch % 70.0 26.4 3.6 I 12.2 1.9 85.9 I 0.8 87.7 11.4 1 72.4 20.7 6.9 Total % 38.1 14.4 2.0 54.4 .3.4 0.5 23.8 27.7 0.1 14.0 1.8 15.9 1.4 0.4 0.1 2.0 Int. Total 'Peak JEFFERSON AVENUE AVENUE 54 JEFFERSON AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App' Total Left Thru Right App' Total Left Thru Right App' Total Left Thru I Right App' Total Int. Total 'Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 312 94 16 422 29 2 178 209 1 87 14 102 9 2 1 12 745 Percent 73.9 22.3 3.8 13.9 1.0 85.2 1.0 85.3 13.7 75.0 16.7 8.3 ' 07:00 94 28 2 124 5 2 42 49 0 20 3. 23 5 0 0 5 201 Volume Peak Factor 0.927 High Int. 07:00 AM 07:45 AM 07:45 AM 07:00 AM Volume 94 28 2 124 12 0 43 55 1 31 4 36 5 0 0 5 ' Peak Factor 0.851 0.950 .0.708 0.600 ICITYOFLAbUINTA N /S: JEFFERSON AVENUE EIW: AVENUE 54 WEATHER: SUNNY M COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 —JEFFERSON AVERUff- Out In Total F-3-6-31 317 1 680 : LQJE54PM 203 31 1111 Right 'Thru Left File Name : LQJE54PM Site Code : 00968113 Start Date : 8/3/2004 Page No : 2 Peak Hour From 04:00 PM to Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 By 04:00 PM 04.30 PM 04:00 PM 04:45 PM ' Approach Volume 203 111 3 317 16 1 267 284 0 107 18 125 8 4 2 14 Percent 64.0 35.0 0.9 5.6 0.4 94.0 0.0 85.6 14.4 57.1 28.6 14.3 High Int. 04:00 PM + 05:00 PM 04:00 PM 04:45 PM ' Volume 59 26 1 86 4 1 86 91 0 34 6 40 2 2 1 5 Peak Factor 0.922 0.780 0.781 0.700 1 t JEFFERSON AVENUE JEFFERSON AVENUE OF LA QUINTA 'CITY N /S: JEFFERSON AVENUE JEFFERSON AVENUE EM: AVENUE 54 AVENUE 54 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 . r'.,.-, DAM-4_ TnTAl \ /r)l I IMF r File Name ` LQJE54PM Site Code : 00968113 Start Date : 8/3/2004 Page No 1 ' Grand Total 376 213 5 594 25 3 468 496 1 192 27 220 14 4 2 20 1330 Apprch % 63.3 35.9 0.8 5.0 0.6 94.4 I 0.5 87.3 12.3 1 70.0 20.0 10.0 Total % 28.3 16.0 0.4 44.7 I 1.9 0.2 35.2 37.3 0.1 14.4 2.0 16.5 1.1 0.3 0.2 1.5 JEFFERSON AVENUE JEFFERSON AVENUE JEFFERSON AVENUE AVENUE 54 JEFFERSON AVENUE Westbound AVENUE 54 Eastbound Start Time ' Thru Right Southbound Left Thru Westbound App' Total Left Northbound Right App' Total Eastbound Thru Right App' Total Start Time Left Thru �E�A,tal Left Thru Right Total Left Thru Right Total Left Thru Right App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ' 04:00 PM 59 26 1 86 3 1 73 77 0 34 6 40 1 0 0 1 204 04:15 PM 40 28 0 68 3 1 62 66 0 29 5 34 0 0 0 0 168 04:30 PM 58 28 0 86 3 0 48 51. 0 25 4 29 4 0 0 4 170 04:45 PM 46 29 2 77 7 0 66 73 0 19 3. 22 2 2 1 5 177 ' Total 203 111 3 3171 16 2 249 2671 0 107 18 1251 7 2 1 101 719 05:00 PM 51 25 1 77 4 1 86 91 0 20 2 22 1 2 1 4 194 05:15 PM 36 21 0 57 2 0 67 69 0 20 1 21 0 0 0 0 147 t 05:30 PM 05:45 PM. 46 40 . 27 29 1 0 74 69 3 0 0 0 35 31 38 31 1 0 22 23 5 1 28 24 5 1 0 0 0 0 5 1 145 125 Total 173 102 2 277 9 1 219 229 1 85 9 95 7 2 1 10 611 ' Grand Total 376 213 5 594 25 3 468 496 1 192 27 220 14 4 2 20 1330 Apprch % 63.3 35.9 0.8 5.0 0.6 94.4 I 0.5 87.3 12.3 1 70.0 20.0 10.0 Total % 28.3 16.0 0.4 44.7 I 1.9 0.2 35.2 37.3 0.1 14.4 2.0 16.5 1.1 0.3 0.2 1.5 'Peak Hour From 04:00 PM to 05:45 PM - Peak JEFFERSON AVENUE AVENUE 54' JEFFERSON AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App' Total Left Thru Right App' Total Left Thru Right App' Total Left Thru Right App' Total 'Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:00 PM ! Volume 203 111 3 317 16 2 249 267 0 107 18 125 7 2 1 10' Percent 64.0 35.0 0.9 6.0 0.7 93.3 0.0 85.6 14.4 70.0 20.0 10.0 . 04:00 .59 26 1 86 '. Volume 3 1 73 77 0 34 6 40 1 0 0 1 Peak Factor High Int. 04:00 PM 04:00 PM 04:00 PM 04:45 PM tVolume 59 26 1 86 3 1 73 77 0 34 6 40 2 2 1 5 Peak Factor 0.922 0.867 0.781 0.500 i t 1 Int. Total 719 204 0.881 CITY OF LA QUINTA. MADISON AVENUE. /AVENUE 54 Turning Movement Counts . August 2004 Counts Unlimited, Inc. 25424 Jaclyn Avenue Moreno Valley, CA 92557 T 909 247 6716 F 909 924 8604 FOR FUTURE LEFT 0 CONSTRUCTION CITY OF LA QUINTA MADISON AVENUE & AVENUE 54 5530-MADISON-54 'CITY OF LA QUINTA N /S: MADISON AVENUE EM/: AVENUE 54 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 File Name : LOMA54AM Site Code :00096857 Start Date : 8/3/2004 Page No :2 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 B 07:00 AM 07:15 AM 08.00 AM 07:00 AM ' Approah Volume 0 0 0 0 28 66 0 94 151 0 20 171 0 62 256, 318 Percent - - - 29.8 70.2 0.0 88.3 0.0 11.7 0.0 19.5 80.5 High Int. - 07:45 AM 08:30 AM 07:00 AM 'Volume - - - - 10 20 0 30 0.783 42 0 5 47 0.9101. 0 14 81 95 0.837 Peak Factor 1 i1 ,CITY OF LA QUINTA N /S: MADISON AVENUE E/W: AVENUE 54 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MOR ENO VALLEY CA 92557 909 - 247 -6716 File Name : LQMA54AM Site Code : 00096857 Start Date : 8/3/2004 Page No : 1 AVENUE 54 I' Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 AVENUE 54 MADISON AVENUE AVENUE 54 318 Southbound AVENUE 54 Northbound MADISON AVENUE Left Thru AVENUE 54 Opp. Total Left Thru Right App' Total Southbound 08:00 AM 0 Westbound 0. 0 Northbound 16 Eastbound 20 29 0 Start Time Left Thru J�EEApp.j 51 Left Thru Right App Total Left Thru Right Total Left Thru Right Total Total 'Factor 9 1.0 0 1.0 0 1.0 0 0 1.0 4 1.0 1.0 14 0 18 1.0 33 1.0 1.0 0 6 39 1.0 0 1.0 1.0 14 81 95 152 0 07:00 AM 07:15 AM 0 0 0 0 8 18 0 26 39 0 0 39 0 11 65 76 141 0 AM 0 0 0 0 6 12 0 18 39 0 4 43 0 24 57 81 142 0 .07:30 07:45 AM 0 0 0 0 10 20 0 30 36 0 7 431 0 13 53 661 139 513 Total 0 0 0 01 28 64 0 92 147 0 . 17 1.641 0 62 256 3181 574 I' Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 AVENUE 54 MADISON AVENUE AVENUE 54 318 Southbound Westbound Northbound Eastbound Start Time Left Thru Right Opp. Total Left Thru Right App' Total Left 08:00 AM 0 0 0. 0 4 16 0 20 29 0 2 31 0 21 51 72 123 08:15 AM 0 0 0 . 0 2 11 0 13 37 0 9 46 0 16 54 70 129 '. 08:30 AM 0 0 0 0 3 13 0 16 42 0 5 47 0 11 50 61 124 08:45 AM 0 0 0 0 3 17 0 20 43 0 4 47 0 21 49 . 70 137 Total 0 0 0 0 12 57, 0 69 151 0. 20 171 0 69 204 273 513 'Grand Total 0 0 0.0 0 0.0 0 I 40 24.8 121 75.2 0 0.0 161 1 298 89.0 0 0.0 37 11.0 335 I 0 0.0 131 22.2 460 77.8 591 I 1087 Apprch % 0.0 Total % 0.0 0.0 0.0 0.0 3.7 11.1 0.0 14.8 27.4 0.0 3. 4 30.8 0.0 12.1 42.3 54.4. I' Volume 0 0 0 0 10 20 0 30 Peak Factor 0.767 I i I 1 147 0 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 AVENUE 54 MADISON AVENUE AVENUE 54 318 Southbound Westbound Northbound Eastbound Start Time Left Thru Right Opp. Total Left Thru Right App' Total Left Thru Right App' Total Left Thru Right App' Total Volume 0 0 0 0 10 20 0 30 Peak Factor 0.767 I i I 1 147 0 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 164 Intersection 07:00 AM 318 89.6 0.0 10.4 Volume 0 0 0 0 28 64 0 92 33 0. P ercent 07:00 0.0 0.0 0.0 0 0 0 0 30.4 69.6 0.0 4 14 0 18 95 olume 07:00 AM Peak Factor 39 0 4 43 0 14 • High Int. 6:45:00 AM 07:45 AM Volume 0 0 0 0 10 20 0 30 Peak Factor 0.767 I i I 1 147 0 17 164 0 62 256 318 89.6 0.0 10.4 0.0 19.5 80.5 33 0. 6 39 0 14 81 95 07:30 AM 07:00 AM 39 0 4 43 0 14 • 81 95 0.953 0.837 Int. Total 574 152 0.944 COUNTS UNLIMITED INC. 25424 JACLYN AVENUE 04:30 PM 04:15 PM OF LA QUINTA MORENO VALLEY CA 92557 File Name : LQMA54PM ,CITY N /S: MADISON AVENUE 909- 247 -6716 Site Code : 00096857 E/W: AVENUE 54 7 74 Start Date : 8/3/2004 WEATHER: SUNNY 0 77 144 221 Page No : 2 8.6 91.4 0.0 93.4 0.0 6.6 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 By 04:00 PM 04:30 PM 04:15 PM 04:00 PM Approach Volume 0 0 0 0 7 74 0 81 198 0 14 212 0 77 144 221 Percent - - - 8.6 91.4 0.0 93.4 0.0 6.6 0.0 34.8 65.2 High Int. - 05:15 PM 05:00 PM 04:00 PM Volume - - 3 20 0 23 65' 0 4 69 0 19 43 62 _ Peak-Factor 0.880. 0.768 0..891 CITY OF LA QUINTA N /S: MADISON AVENUE ENV: AVENUE 54 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 .,.... D.; -4-.4 TnTAI \ /nl I IMF File Name : LQMA54PM Site Code : 00096857 Start Date 8/312004 Page No : 1 ' 1 17 Southbound 18 65 AVENUE 54 Westbound 0 MADISON AVENUE Northbound 0. AVENUE 54 Eastbound 28 PM 0 Start Time Left Thru Right App' Total Left Thru Right App' Total Left Thru Right Total Left Thru Right Total Total 'Factor 22. 1.0 1.0 1.0 0 0 1.0 0 1.0 1.0 18 0 18 1.0 61 1.0 1.0 0 4 65 1.0 0 1.0 .1 .0 -19 43 62 145 ' 04:00 PM 0 0 9 26 35 73 0 4 64 0 Southbounc 'Peak Start Time Left Thru Right Hour From 04:00 PM to 05:45 13 Intersection 04:15 PM 0 0 0 0 0 14 0 14 45 0 4 49 0 18 30 48 111 0 04:30 PM 0 0 0 0 2 18 0 20 37 0 4 41 0 14 48 62 123 04:45 PM 0 0 0 0 - 1 19 0 20 51 0 2 53 0 26 23 49 122 Total 0 0 0 0 3 69 0 721 194 0 14 208 0 77 144 221 501 0 1 17 0 18 65 05:00 PM 0 0 0. 24 28 PM 0 0 0 20 '05:15 05:30 PM 0 0 0 47 0 05:45 PM .0 0 0 0 Total 0 0 0 22. Grand Total 0 0 0 20 Apprch % 0.0 0.0 0.0 0 Total % 0.0 0.0 , 0.0 ' 5 27 0 9 26 35 73 0 4 64 0 Southbounc 'Peak Start Time Left Thru Right Hour From 04:00 PM to 05:45 13 Intersection 04:00 PM 67 108 Volume 0 0 0 133 1 Percent 0.0 0.0 0.0 27 04:00 0 0 0 3961 Volume 5.0 95.0 0.0 Peak Factor 92.8 0.0 7.2 High Int, 3:45:00 PM 'Volume 0.01 0 0 0 15.4 Peak Factor 0.0 3.0 41.2 0.0 15.8 27.6 43.4.. t 0 1 17 0 18 65 0 4 69 0 24 28 52 139. •0 3 20 0 23 46 0 1 47 0 14 25 39 .109 0 0 16 0 16 22. 0 3 25 0 20 29 49 90 0 0 11 0 11 22 0 5 27 0 9 26 35 73 0 4 64 0 68 155 0 13 168 0 67 108 175 411 0 7 133 0 140 '•349 0 27 3761 0 144 252 3961 912 5.0 95.0 0.0 92.8 0.0 7.2 0.0 36.4 63.6 0.01 0.8 14.6 0.0 15.4 38.3 0.0 3.0 41.2 0.0 15.8 27.6 43.4.. 0 0 3 69 0 4.2 95.8 0.0 0 18 0 04:30 PM 72 18 2 18 0 20 0.900 194 0 14 208 0 77 144 221 93.3 0.0 6.7 . 0.0 34.8 65.2 61 0 4 65 0 19 43 62 04:00 PM 04:00 PM 61. 0 4 65 0 19 43 62 0.800 0.891 501 145 0.864 A QUINTA UE /AVENUE 54 ,ment Counts t 2004 no Valley, CA 92557 . T 909 247 6716 • F 909 924 8604 aos .M i w z W I. a w 0. Z O CITY OF LA QUINTA MONROE AVENUE & AVEN E N W E S NOT TO SCALE AVENUE 54 J1530 M,0NR0E 54 1' OF LA QUINTA 'CITY N /S: MONROE AVENUE E/W: AVENUE 54' 08:45 AM - Peak 1 of 1 WEATHER: SUNNY Counts Unlimited, Inc. 25424 Jaclyn Avenue Moreno Valley, _CA 92557 909 - 247 -6716 MONROE AVENUE Out In Total 105 150 255 18 103 29 Rigtrt Thru Left File Name : LQM054AM Site Code : 00096832 Start Date : 8/3/2004 Page'No :2 92 25 0.920 Peak.Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 By 07:00 AM 07:00 AM 07:45 AM. 07:30 AM ' Approach ' Volume 27 113 15 155. • 10 72 24 106 5 81 . .9 .95 16 70 6 Percent 17.4 72.9 9.7 9.4 67.9 22.6 5.3 85.3 9.5 17.4 76.1 6.5 High Int. 07:15 AM 07:45 AM 07:45 AM 07:30 AM 'Volume 5 33 3 41 4 26 4 34 1 22 3 26 0 24 1 Peak Factor 0.945 0.779 0.913 92 25 0.920 tCITY OF LA QUINTA N /S: MONROE AVENUE ENV: AVENUE 54 WEATHER: SUNNY Counts Unlimited, Inc. 25424 Jaclyn Avenue Moreno Valley, CA 92557 909 - 247 -6716 f.rni inc Prinfori- Tr1TAI V01IIMF File Name : LOM054AM Site Code :00096832 Start Date .: 8/3/2004 Page No :.1 Int. Total ' MONROE AVENUE AVENUE 54 AVENUE 54 AVENUE 54 MONROE AVENUE Southbound AVENUE 54 Northbound Eastbound Start Time Left Southbound . App., t. Westbound Thru Right Northbound Left Thru Eastbound . Total App- Left Start Time Left Thru Right Totaj Left Thru Right TAota� Left Thru Right App. od Left Thru. Right Total Total Factor 1.0 1.0 1.0 6 1.0 1.0 1.0 2 1.0 1.0 1.0 3 1.0 1.0 1.0 7 08:15 AM 07:00 AM 6 30 1 37 . 3. 13 6 22 0 15 2 17 3 9 1 13 89 07:15 AM 5 33 3 41 2 22 9 33 0 17 3 20 0 11 2 13 107 07:30 AM 8 24 4 36 1 11 5 17 0 15 1 16 0 24 1 25 94 07:45 AM 8 26 7 41 4 26 4 34 1 22 3 26 7 15 1 23 124 Total 27 113. 15 155 10 72 24 106 1 69 9 79 10 59 5 74 414 Int. Total ' MONROE AVENUE AVENUE 54 MONROE AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App., t. Left Thru Right Tote- Left Thru Right . Total App- Left Thru. Right Total 29 103 18 150 7 73 . 24 104 2 70 9 81 11 65 7. 83 08:00 AM 8 20 4 32 0 14 6 20 1 16 2 19 4 15 3 22 '93 g 26 7 08:15 AM 7 21 2 30 2 11 4 17 1 22 1 24 5 16 1 22 93 ' 08:30 AM 6 .18 2 26 2 13 8 23 2 21 3 26 2. 14 1 17 92 08:45 AM 5 14 2 21 3 16 13 32 1 16 0 17 2 19 • 2 23 93 5 33 Total 26. 73 10 109 7 54 31 .92 5 75 6 86 13 64 7 84 .371 ' Grand Total 53 186 25 264 17 126 55 198 6 144 15 165 23 123 12 158 785 Apprch % 20.1 70.5 9.5 I 8.6 63.6 27.8 I 3.6 87.3 9.1 I 14.6 77.8: 7.6 1 Total % . 6.8 23.7 3.2 33.6 2.2 16.1 7.0 25.2 0.8 18.3 1.9 21.0 2.9 15.7 1.5 20.1 . t Int. Total ' MONROE AVENUE AVENUE 54 MONROE AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right App., t. Left Thru Right Tote- Left Thru Right . Total App- Left Thru. Right Total Int. Total ' Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:15 AM Volume 29 103 18 150 7 73 . 24 104 2 70 9 81 11 65 7. 83 418 Percent 19.3 68.7 12.0 6.7 70.2 23.1 2.5 86.4 11.1 13.3 78.3 8.4 ' 07:45 g 26 7 41 . 4 26 4. 34 1 22 3 .26 -7 15 1 23 124 Volume Peak Factor - 0.843 High Int. 07:15 AM 07:45 AM 07:45 AM 07:30 AM ' Volume 5 33 3 41 4 26 4 34 1. 22 3 26 0 24 1 25 Peak Factor 0.915 0.765 0.779 0.830 t 1 t t 1 Peak.Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 OF LA QUINTA 'CITY N /S: MONROE AVENUE E/W: AVENUE 54 WEATHER: SUNNY ' Approach Counts Unlimited, Inc. 25424 Jaclyn Avenue. Moreno Valley, CA 92557 909 - 247 -6716 - MONROE AVENUE Out In Total . 163 144 307 . 10 84 50 Right Thru Left T 1. L, File Name : LQM054PM Site Code 00096832 Start Date : 8/3/2004 Page No :2 _ (J N rr 2 rr CD � N 04:45 PM 128 8' 82 4 94 8.5 87.2 4.3 04:45 PM 40 3 27 0 30 0.800 0.783 Peak.Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 'y 04:00 PM 04:30 PM 04:00 PM ' Approach Volume 50 84 10 144. 5 73 39 117 3 120 5 Percent 34.7 58.3 6.9 4.3 62.4 33.3 2.3 93.8 3.9 High Int. 04:00 PM 05:15 PM 04:30 PM ' Volume 9 30 4 43 0 25 9 34 0 39 1 Peak Factor 0.837 0.860 File Name : LQM054PM Site Code 00096832 Start Date : 8/3/2004 Page No :2 _ (J N rr 2 rr CD � N 04:45 PM 128 8' 82 4 94 8.5 87.2 4.3 04:45 PM 40 3 27 0 30 0.800 0.783 'CITY OF LA QUINTA N /S: MONROE AVENUE E/W: AVENUE 54 WEATHER: SUNNY 1 MON Counts Unlimited, Inc. 25424 Jaclyn Avenue Moreno Valley, CA 92557 909 - 247 -6716 (:rnunc Printarl- TOTAI W)I tJMF File Name : LQM054PM Site Code : 00096832 Start Date : 8/3/2004 Page No 1. ' Peak Hour From 04:00 PM to 05:45 PM - Peak ROE AVENUE 13 AVENUE 54 0 MONROE AVENUE 2 AVENUE 54 11 27 0 25 Southbound 25 0 Westbound 2 24 Northbound Left Thru Eastbound 11 14 Start Time teft Thru Right Total Left Thru Right To�a� Left Thru Right ToPa- Left Thru Right TApp. l Total Factor 16 1.0 1.0 0 1.0 1.0 1.0 0 1.0 1.0 1.0 5 1.0 1.0 1.0 89 04:00 PM 9 30 •4 43 3 17 7 27 2 30 1 33 1 18 0 19 122 04:15 PM 15 17 3 35 1 13 . 9 23 0 27 1 28 3 19 ' 1 23 109 04:30 PM 12 22 1 35 1 18 10 '29 0 39 1 40 1 13 0 14 118 04:45 PM 14 15 2 31 2 16 9 . 27 1 24 2 27 3 27 0 30 115 Total 50 84 10 144 7 . 64 35 1061 3 120 5 .1281 77 1 861. 464 ' Peak Hour From 04:00 PM to 05:45 PM - Peak 05:00 PM 13 17 0 30 2 14 11 27 0 25 0 25 0 22 2 24 106 Left Thru 05:15 PM 11 14 1 26 0 25 9 34 0 15 1 16 0 . 16 1 17 93 ' 05:30 PM 13 16 .0 29 0 16 6 22 0 15 0 15 5 17 1 23 89 05:45 PM 6 18 2 26 0 .9 3 12 0 15 0 15 4 10 0 .14 67 Total 43 65 3 111 2 64 .29 95 0 70 1 71 9 65 4 78 355 ' Grand Total 93 149 13 255 9 128 64 201 3 190 6 199 17 142 5 164. .819 Apprch % 36.5 58.4 5.1 I 4.5 63.7 31.8 I 1.5 95.5 3.60 I 10.4 86.6 3.0 Total % 11.4 18.2 1.6 31.1 1.1 15.6 7.8 24.5 0.4 23.2' 0.7 24.3 2.1 17.3 0.6 20.0 ' Peak Hour From 04:00 PM to 05:45 PM - Peak MONROE AVENUE AVENUE 54 MONROE AVENUE AVENUE 54 Southbound Westbound Northbound Eastbound Start Time Left Thru Right Total Left Thru Right TAotal Left Thru Right TAotai Left Thru Right T ' Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:00 PM Volume 50 84 10 144 7 64 35 106 3 120 5 128 Percent 34.7. 58.3 6.9 6.6 60.4 33.0 2.3 93.8 3.9 ' 04:00 9 30 4 43 3 17 7 27 2 30 1 33 Volume Peak Factor High Int. 04:00 PM 04:30 PM 04:30 PM Volume - 9 30 4 43 1. 18 10 29 0 39 1 40 D- L, L -fr r 0.837 0.914 0.800 8 77 1 9.3 89.5 1.2 1 18 0 04:45 PM App. I nt. Total Total 86 464 19 122 0.951 3 27 0 30 0.717 ri CITY OF LA QUINTA MADISON AVENUE / AVENUE 58 Turning Movement Counts August 2004 Counts Unlimited, Inc. 25424 Jaclyn Avenue • Moreno Valley, CA 92557 T 909 247 6716 F 909 924 8604 d H N m BIKE LANE N W E S NOT TO SCALE AVENUE 58 CITY OF LA QUINTA MADISON AVENUE & AVENUE 5530 M, ADISON 58 ,CITY OF LA QUINTA N /S: MADISON AVENUE E/W: AVENUE 58 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN.AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 Out In Total i50134 202 51 33 Ri ht Thru Left l L,. File Name : LOMA58AM Site Code : 00096811 Start Date : 8/4/2004 Page No : 2 Peak Hour From. 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour From. 07:00 AM to 08:45 AM - Peak 1 of 1 By 07:00 AM 07:30 AM 08:00 AM 08:00 AM r ' Approach Volume 33 51 50 134 0 29 32 61 2 37 3 42 22 16 1 39 Percent 24.6 38.1 37.3 0.0 47.5 52.5 4.8 88.1 7.1 56.4 41.0 2.6 High Int. 07:15 AM 08:15 AM 08:15 AM 08:30 AM Volume 12 11 16 39 0.859 0 11 11 22 0.693 0 12 1 13 0.808 9 5 0 14 0.696 Peak Factor V. 'CITY OF LA QUINTA. N /S: MADISON AVENUE E/W: AVENUE 58 WEATHER: SUNNY COUNTS UNLIMITED INC. 25424 JACLYN AVENUE MORENO VALLEY CA 92557 909 - 247 -6716 C;rnun-, Printed - TOTAL VOLUME File Name : LQMA58AM Site Code :00096811 Start Date : 8/4/2004 Page No : 1 'Grand T Start Time MADISON AVENUE Southbound App Left Thru Right Total Left AVENUE 58 Westbound Thru Right App. Total MADISON AVENUE Northbound Left Thru Right Total Left AVENUE bb Eastbound Thru Right App Total Int. Total 'Factor 25 4 1.0 1.0 1.0 16 35 1.0 0 1.0 12 1 ()1 5 17 1.01 1 1.01 1 1.0 0. .2 1.0 2 1.0 0 1.0 1 3 57 Southbound W 07:00 AM 6 13 Northbound E Eastbound A 0 8 3 3 2 8 66 Left T 07:15 AM 12 11 16 11 39 34 1 0 4 8 6 8 11 16 0 0 8 6 0 6 9 3 0 12 68 07:30 AM 07:45 AM 10 5 13 14 7 26 0 3 9 12 0 8 0 8 3 3 0 6 52 ' Total 33 51 50 134 1 27 28 56 1 23 0 24 17 9 3 29 243 08:00 AM 6 15 11 32 0 7 4 11 0 6 1 7 3 1 0 4 54 08:15 AM 2 12 4 18 0 11 11 22 0 12 1 13 10 4 9 2 5 1 0 7 14 60 63 08:30 AM 7 13 9 11 29 26 1 0 3 7 6 6 10 13 1 1 8 11 1 0 12 6 8 0 14 65 08:45 AM Tn-1 6 71 9 49 35 105 1 28 27 56 2 37 3 42 22 16 1 39 242 'Grand T Total 5 54 100 85 239 2 2 5 55 5 55 1 112 3 3 6 60 3 3 6 66 3 39 2 25 4 4 6 68 4 485 ' M MADISON AVENUE A AVENUE 58 M MADISON AVENUE A AVENUE 58 Southbound W Westbound N Northbound E Eastbound A Start Time L Left Thru Right Total L Left T Thru R Right T Total L Left T Thru R Right T App Left T Thru R Right T Total T Total 'Peak H Hour From 07:00 AM to 08:45 AM - Peak 1 1 of 1 Intersection . . 07:00 AM 1 2 27 2 28 5 56 1 1 2 23 0 0 2 24 1 17 9 9 3 3 2 29 2 243 Volume 3 24.6 38.1 37.3 1 1.8 4 48.2 5 50.0 4 4.2 9 95.8 0 0.0 5 58.6 3 31.0 1 10.3 ' 0 07:30 1 10 13 11 34 0 0 8 8 8 8 1 16 0 0 6 6 0 0 6 6 9 9 3 3 0 0 1 12 6 68 Volume 0.893 Peak Factor t ig .. Volume 12 11 16 39 0 12 5 17 0 8 0 8 9 3 0 12 Peak Factor 0.859 0.824 0.750 0.604 1 ' COUNTS UNLIMITED INC. Peak Hour From 04:00 PM to 05:45 PM 25424 JACLYN AVENUE CITY OF LA QUINTA MORENO VALLEY CA 92557 File Name : LOMA58PM 'N /S: MADISON AVENUE 909- 247 -6716 Site Code Start Date :00096811 : 8/3/2004 E/W: AVENUE 58 WEATHER: SUNNY Volume 20 48 9 Page No .: 2 ■ Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 By 04:00 PM 04:15 PM 04:30 PM 04:15 PM ' Approach Volume 20 48 9 77 2 1 35 38 0 81 2 83 13 20 3 36 Percent 26.0 62.3 11.7 5.3 2.6 92.1 0.0 97.6 2.4 36.1 55.6 8.3 High Int. 04:15 PM 05:00 PM 04:45 PM 04:15 PM 6. 15 3 24 0. 0 15 15 0 24 2 26 4 7 0 11 'Volume Peak Factor 0.802 0.633 0.798 0.818 1 ' COUNTS UNLIMITED INC 25424 JACLYN AVENUE OF LA QUINTA MORENO VALLEY CA 92557 File Name : LQMA58PM Right 'CITY N /S: MADISON AVENUE 909 - 247 -6716. Site Code ' :00096811 Total E/W: AVENUE'58 Thru Start Date : 8/3/2004 WEATHER: SUNNY Right Page No : 1 . Groups Printed- TOTAL VOLUME 1.0 1.0 1.0 2 MADISON AVENUE AVENUE 58 MADISON AVENUE A1...1L.L.e.A AVENUE 58 G7e}hnl Ind 7 0 - Start Time Leff JVUl11UIV Thru Right Total Left Thru Right Total Left Thru Right Total - Left Thru Right Total Total . Factor 1.0 1.0 1.0 2 1.0 1 0 6 7 0 21 0 21 4 1 1 0 50 53 56 59 Ti- 8 52 40 16 36 144 362 Int. Total 220 59 0.932 MADISON AVENUE 04:00 PM 04:15 PM 4 6 15 o 3 IV 24 V 0 I 1 1.. 4 5 0 2 12 1 1 13 3 4 - 0 - 11 Left 04:30 PM 6 15 2 23 1 0 6 7 0 21 0 21 4 1 1 0 5 3 3E 04:45 PM 4 7 1 12 1 0 10 11 0 24 2 26 1 7 2 10 04:45 ' Total . 20 48 9 77 2 2 30 34 1 69 3 73 13 18 3 34 05:00 PM 4 8 1 13 0 0 15 15 0 14 0 14 4 5. 1 10 PM 3 5 2 10 2 0 1 3 0 22 0 22 3 0 2 5 '05:15 05:30 PM 3 5 0 8 0 0 5 5 0 3 0 3 0 0 0 0 05:45 PM 10 12 2 24 0 0 6 6 0 5 0 5 1 0 0 1 . Total 20 30 5 55 2. 0 27 29 0 44 0 44 8 5 3 16 ' Grand Total 40 78. 14 10.6 132 I 4 6.3 2 3.2 57 90.5 63 I 1 0.9 113 96.6 3 2.6 117 1 21 42.0 23 46.0 6 12.0 50 Apprch %a 30.3 59.1 Total % 11.0 21.5 3.9 36.5 1.1 0.6 15.7 17.4 0.3 31.2 0.8 32.3 5.8 6.4 1.7 13.8 50 53 56 59 Ti- 8 52 40 16 36 144 362 Int. Total 220 59 0.932 MADISON AVENUE AVENUE 58 MADISON AVENUE AVENUE 58 Southbound Westbound Northbound Eastbound Start Time :::Le:ft:j:TRi Intersection g ht Total Left Thru Right Total Left Thru Right Total Left Thru Right Total 50 53 56 59 Ti- 8 52 40 16 36 144 362 Int. Total 220 59 0.932 'Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:15 PM Volume 20 45 7 72 2 1 35 38 0 71 . 3 74 13 20 3 3E Percent 27.8 62.5 9.7 5.3 '2.6 92.1 0.0 95.9 4.1 36.1 55.6 8.3 ' 04:45 4 7 1 12 1 0 10 11 0 24 2 26 1 7 2 1l: Volume Peak Factor High Int. 04:15 PM 05:00 PM 04:45 PM ' 04:15 PM Volume 6 15 3 24 0.750 0 0 15 15 0.633 0 24 2 26 0.712 4 7 0 1' 0.811 Peak Factor r . 50 53 56 59 Ti- 8 52 40 16 36 144 362 Int. Total 220 59 0.932 CITY OF LA QUINTA MADISON AVENUE / PGA WEST ENTRANCE Turning Movement Count August 2004 Counts Unlimited, Inc. 25424 Jaclyn Avenue - Moreno Valley, CA 92557 • T 909 247 6716 • F 909 924 8604 MAIJIbUN AVENUE Out In Total 145 266 1 411 3 263 Right Thru T North 5/2004 7:00:00 AM /52004 7:45:00 AM TOTAL VOLUME 4; T Left Thru 1 137 ® 138 402 Out In Total MADISON AVENUE File Name : LQMAPGAAM Site Code :00096832 Start Date : 8/5/2004 Page No :2 08:00 AM 07:45 AM 0 0 0 176 0 176 11 0 4 15 - 0.0 10 0 0.0 73.3 0.0 26.7 08:00 AM 07:45 AM 0 47 0 47 4 0 1 5 - 0.936 0.750 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 By 07:00 AM Counts Unlimited, Inc. Approach 25424 Jaclyn Avenue 'CITY OF LA QUINTA Moreno Valley, CA 92557 6 263. 3 272 N /S: MADISON AVENUE 909 - 247 -6716 Percent ENV: PGA WEST ENTRANCE - - ' WEATHER: SUNNY 07:00 AM . Volume MAIJIbUN AVENUE Out In Total 145 266 1 411 3 263 Right Thru T North 5/2004 7:00:00 AM /52004 7:45:00 AM TOTAL VOLUME 4; T Left Thru 1 137 ® 138 402 Out In Total MADISON AVENUE File Name : LQMAPGAAM Site Code :00096832 Start Date : 8/5/2004 Page No :2 08:00 AM 07:45 AM 0 0 0 176 0 176 11 0 4 15 - 0.0 10 0 0.0 73.3 0.0 26.7 08:00 AM 07:45 AM 0 47 0 47 4 0 1 5 - 0.936 0.750 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 By 07:00 AM 07:00 AM Approach Volume 6 263. 3 272 0 0 Percent 2.2 96.7 1.1 - - ' High Int. 07:00 AM - Volume 2 65 3 70 Peak Factor 0.971 1 MAIJIbUN AVENUE Out In Total 145 266 1 411 3 263 Right Thru T North 5/2004 7:00:00 AM /52004 7:45:00 AM TOTAL VOLUME 4; T Left Thru 1 137 ® 138 402 Out In Total MADISON AVENUE File Name : LQMAPGAAM Site Code :00096832 Start Date : 8/5/2004 Page No :2 08:00 AM 07:45 AM 0 0 0 176 0 176 11 0 4 15 - 0.0 10 0 0.0 73.3 0.0 26.7 08:00 AM 07:45 AM 0 47 0 47 4 0 1 5 - 0.936 0.750 ' MADISON AVENUE 0 46 0 Counts Unlimited Inc. MADISON AVENUE PGA WEST ENTRANCE 25424 Jaclyn Avenue .0 OF LA QUINTA Moreno Valley, CA 92557 'CITY N /S:.' MADISON AVENUE 909 - 247 -6716 57 E: PGA WEST ENTRANCE NV Northbound 0 WEATHER: SUNNY Eastbound 08:30 AM 1 Groups Printed- TOTAL VOLUME File Name LQMAPGAAM Site Code : 00096832 Start Date : 8/5/2004 Page No : 1 0 MADISON AVENUE 0 46 0 46 MADISON AVENUE PGA WEST ENTRANCE 0 .0 39 Southbound 1 56 Westbound 57 0 Northbound 0 0 Eastbound 08:30 AM 1 Start Time Left Thru .Right Total Left Thru Right App* t* Left Thru Right App. ot. Left Thru Right Total Total Factor 1.0 1.0 1.0 0 1.0 1.0 1.0 Grand Total 1.0 1.0 1.0 471 1.0 1.0 1.0 0.1 Apprch % 07:00 AM 2 65 3 70 0 0 0 0 0 31 0 31 1 0 0 1 102 07:15 AM 0 66 0 66 0 0 0 0 0 35 0 .35 1 0 0 1 102 07:30 AM 0 68 0 .68 0 0 0 0 1 29 0 30 2 0 0 2 100 07:45 AM 4 64 0. 681 0 0 0 01 0 42 0 421 4 0 1 51 115 Total 6 263 .3 2721 0 0 0 01 1 137 0 1381 8 0 1 191 419 0 08:00 AM 0 46 0 46 0 .0 0 .0 39 08:15 AM 1 56 0 57 0 0 0 0 ' 08:30 AM 1 41 0 42 0 0 0 2 0 08:45 AM 0 54 0 54 0 0 0 4 Total 2 197 0 199 0 0 0 '. Grand Total 8 460 3 471 0 0 0 0.1 Apprch % 1.7 97.7 0.6 0.0 0.0 0.0 0.0 Total % •1.0 .57.0 0.4 58.4 0.0 0.0 0.0 1 0 0 47 0 47 5 0 0 0 .0 39 0 39 1 0 0 0 0 45 0 45 1 0 3 0 0 45 0 45 2 0 1 0 0 176 0 176 9 0 4 0 1 313 0 314 17 0 5 High Int. 0.3 99.7 0.0 6:45:00 AM 77.3 0.0 22.7 0.0I 0.1 38.8 0.0 38.9 2.1 0.0 0.6 5 98 1 97 4 91 3 102 13 388 22 I 807 2.7 0 MADISON AVENUE Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 MADISON AVENUE PGA WEST ENTRANCE 9 Southbound Westbound Northbound Eastbound Start Time Left Thru Right Topta- Left Thru Right Tote- Left Thru Right Tote- Left Thru Right Total 0 1 137 Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 138 8 0 1 9 Intersection 07:00 AM 0.0 88.9 0.0 11.1 0 Volume 6 263 3 272 0 0 0 07:45 AM Percent 2.2 96.7 1.1 0.0 0.0 0.0 ' 07:45 4 64 0 68 0 0 0 0.821 Volume 0.450 Peak Factor High Int. 07:00 AM 6:45:00 AM Volume 2 65 3 70 0 0 0 Peak Factor 0.971 1 t 0 1 137 0 138 8 0 1 9 0.7 99.3 0.0 88.9 0.0 11.1 0 0 42 0 42 4 0 1 5 07:45 AM 07:45 AM 0 0 42 0 42 4 0 1 5 0.821 0.450 Int. Total 419 115 0.911 CITY OF LA QUINTA N /S: MADISON AVENUE ENV: PGA WEST ENTRANCE WEATHER: SUNNY Counts Unlimited, Inc. . 25424 Jaclyn Avenue Moreno Valley, CA 92557 909 - 247 -6716 ' File Name : LQMAPGAPM Site Code : 00096832 Start Date : 8/5/2004 Page No : 2 Out . In Total 200 109 309 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 41 105 Right Thru By 05:00 PM 04:00 PM a x North Approach /5/2004 4:00:00 PM /5/2004 4:45:00 PM R 5� TOTAL VOLUME O Volume I 0 0 r Left Thru 1T 196 Percent 108 197 305 - - Out In . Total MAD High Int. 04:00 PM 04:00 PM 0, 0 1 196 0 197 4 0 3 7 - 0.5 99.5 0.0 57.1 0.0 42.9 04:15 PM 04:00 PM 1 59 0 60 1 0 2 3 0.821 0.583 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 By 05:00 PM 04:00 PM ' Approach Volume 8 124 11 143 0 0 Percent 5.6 86.7 7.7 - - High Int. 05:00 PM - ' Volume 8 39 5 52 Peak Factor 0.688 1 04:00 PM 04:00 PM 0, 0 1 196 0 197 4 0 3 7 - 0.5 99.5 0.0 57.1 0.0 42.9 04:15 PM 04:00 PM 1 59 0 60 1 0 2 3 0.821 0.583 Counts Unlimited, Inc. 25424 Jaclyn Avenue 'CITY OF LA QUINTA Moreno Valley, CA 92557 File Name : LQMAPGAPM N /S: -MADISON AVENUE 909- 247 -6716 Site Code :00096832 E/W: PGA WEST ENTRANCE Start Date :8/5/2004 WEATHER: SUNNY Page No : 1 ' Groups Printed- TOTAL•VOLUME MADISON AVENUE - MADISON AVENUE PGA WEST ENTRANCE �i,..kk Ana PnOhminrl 4w 04:00 NM 04:15 PM Left AOUin Thru ODUnu Right 25 Left vv wiwunu Thru Right To�� Left • - -•• Thru - - -- Right App- Left Thru Right Int. Total Total 0 Start Time 04:45 PM 1 21 TAotal 23 111 0. 0 0 0 0 0 0 Total 2 otl 0 .34 0 34 Factor 1.0 1.0 1.0 39 1.0 1.0 1.0 0 1.0 n 1.0 co 1.0 n 1.0 FQ 1 1.0 n 1.0 7 QA w 04:00 NM 04:15 PM l 0 JO 25 0 25 0 0 0 87 71 61 04:30 PM 0 21 2 .23 0 0 0 ' 04:45 PM 1 21 1 4 23 111 0. 0 0 0 0 0 0 Total 2 105 0 .34 0 34 2 0 05:00 PM 8 39 5 52 0 0 0 0'. 0 05:15 PM 0 29 2 31 0 0 0 1 ' 05:30 PM 0 29 2 31 0 ' 0 0 4 0 05:45 PM 0 27 2 29 0 '0 0 8 Total 8 124 11 143 0 0 0 'Grand Total 10 229 15 5.9 254 I 0 0.0 0 0.0 0 0.0 0.0 Apprch % 3.9 90.2 0.5 1.8 . 1 Total % 1,7 38.4 2.5 42.5 0.0 0.0 0.0 I' 0 0 0 1 0 0 59 48 36 0 0 0 60 48 36 1 0 2 . 0 0 " 0 1 0 0 2 0 2 87 71 61 0 1 196 0 1971 4 0 3 7 315 0 0 38 0 38 1 0 0 1 91 0 0 .34 0 34 2 0 0 2 67 0 0 40 0 40 0'. 0 0 0 71 0 0 23 0 23 1 0 0 1 53 0 0 135 0 135 4 0 0 4 282 0 1 331 0 332 8 0 3 11 597 0.3 99.7 0.0 1 72.7 0.0 .27.3 I 0.0 0.2 55.4 0.0 55.6 1.3 0.0 0.5 1.8 ' MADISON AVENUE 197 MADISON AVENUE PGA WEST ENTRANCE Intersection Southbound Westbound Northbound Eastbound Start Time Left Thru Right Tota� Left Thru Right Toy Left Thru Right Toy Left Thru Right Total ' Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 197 4 0 3 Intersection 04:00. PM 0.5 99.5 0.0 57.1 0.0 .42.9 Volume 2 105 4 111 0 0 0 2 3 Percent 1.8 94.6 3.6 0.0 . 0.0 0.0 0.820 04:00 1 38 1 40 0 0 0 0 1 59 Volume 60 1 0 2 3 Peak Factor 0.821 0.583 High Int. 04:00 PM 3:45:00 PM Volume 1 38 1 40 0 0 0 Peak Factor 0.694 1 1 Int. Total 0 1 196 0 197 4 0 3 7 315 0.5 99.5 0.0 57.1 0.0 .42.9 0 0. 53 0 .53 1 0. 2 3 96 0.820 04:15 PM 04:00 PM 0 1 59 0 60 1 0 2 3 0.821 0.583 0 Appendix B HCM METHODOLOGY AND WORKSHEETS Unsignalized Intersections Signalized Intersections i All -Way Stop Control ra�aivii ALL -WAY STOP CONTROL ANALYSIS G�: erallnforrnatio an "� h Greg Agency/Co. nt Endo Engineering Date Performed 8/13/2004 Analysis Time Period PM Peak Hour Situ nfom atrvr' �� Intersection Monroe St. @ Avenue 54 Jurisdiction La Ouinta Analysis Year Existing. Pro'ect ID Grit in Ranch East/West Street: Avenue 54 North/South Street:. Monroe Street VolumeHAd'ustmerits andSiteGharacterisfic's - a , ~ ` x + Approach Eastbound Westbound Movement Volume L 16 T 152 R .2 L 14 T 126 R 69 %Thrus Left Lane 50 50 roach Northbound Southbound Movement L T R L T R Volume 6 237 10 99 1 166 20' %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate 170 209 253 285 '/, Heavy Vehicles No. Lanes 1 1 1 1 Geometry. Group 1 1 1 1 Duration T Saturation�:Hea_dwa �Ad`ustment�Workshe_et�, S' X1.00 Prop. Left -Turns 0.1 0.1 O.0 0.3 Prop. Right -rums - 0.0 0.3 0.0 0.1 Prop. Heavy Vehicle hLT -adj . 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT -adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV -adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 6.04 6.04 6.04 6.04. ureffl ' _nd1S_er i¢e�Tr..+p 1 u ��`�� e�z � .� � 915A WX . hd, initial value 310 3.20 3.20 3.20 x, initial 0.15 0.19 0.22 0.25 hd, final value 6.04 6.04 6.04 6.04 x, final value 0.29 0.34 0.40 0.45 Move -up time, m 2.0 2.0 2.0' 2.0 Service Time 4.0 4. 4.0 1 4.0 Ca ac_ Land L_eueL:ofServiee_1 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 420 459 503 535 Delay 11.45 11.67 12.48 13.31 LOS B B 8 B Approach: Delay 11.45 ' 11.67. 12.48. 13.31 ' LOS B B B B Intersection Delay 12.36 Intersection LOS B HCS2000TMt Copyright ® 2003 University of Florida, All Rights Keserveo v crsmn •. � u All -Way Stop Control 1 1 t _E1_ . - A roach Itbouna R L T . R Movement L 20 T 11 4 1 32 34 Volume. 50 Left Lane 50 %Thrus Northbound Southbound A roach R L R Movement L 1 T 28 0 40 81 60 Volume 50 %,Thrus Left Lane 50 Eastbound Westbound Northbound Southbound L1 L2 L1 C2 L1 L2 L1 L2 CT R LT R LT TR L TR Configuration Con C1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 31 4 33 34 15 14 40 121 Plow Rate % Heavy Vehicles 2 2 No. Lanes 2 2 5 5 5 Geometry Group 5 00 1K Duration, T v-r M-r H eadwa eAd ups, ment�Vllorkshe_et,�,.;� :.::�.� Saturation, : 0.6 0.0 0.0 0.0 0.1 0.0 1.0 0.0 Prop. Left -rums 0.0 1.0 0.0 1.0 0.0 0.0 0.0' 0.5 Prop. Right -Turns Prop. Heavy Vehicle 0.5 0.5 0.5 0.5 0.5 0.5 0.5 hLT -adj 0.5 '0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 hRT -adj . 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hHV -adj 5.47 5.47 5.47 5.47 5.47 5 47 5.47 5 47 hadt computed _ s'3z;iJ'l::my e£- „•;,NS - ,- `a'(�" Ikt:: ANC NA De Head. "wa arufe _andSenriceTrme;�- 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 hd, initial value 0.03 0.00 0.03 0.03 0.01 0.01 0.04 0.11 x, initial 5.47 5.47 5.47 5.47 5.47 5.47 5.47 5.47 hd, final value final 0.05 0 0.05 0.04 '0.02 0.02. 0.06 0.15 x, value 2.3 2.3 2.3 2.3 Move -up time, m 3.2 2 1 32 2.1 3.2 2.1 3.2 2.1 Service Time d Lie a Hof,Serui_cen��`��w Westbound °� Northbound � Southbound . Eastbound L1 L2 L1 L2 L1 L2 L1 L2 281 254 283 284 265 .264 290 371 Capacity 8.44 7.17 8.09 7.31 7.86 7.82 8.46 8.09 Delay A A A A A A A A Los Delay 8.29 7.70 7.84 8.18 Approach: LOS A A A A 8.05 Intersection Delay A Intersection LOS HCS2000TM Copyright ® 2003 University or FlOrloa, All Kignts Kcservcu I., t All -Way Stop Control Al I _WAY STOP CONTROL ANALYSIS. i u�v a va s ,..�_ x,_<s� n. on� � n Sites nforma %ton 03 F®REMEN-. 0111. General. Mati Intersection Madison St. @ Avenue 58 Analyst Grog A /Co. Endo Engineering en g � Jurisdiction La Ouinta ' Existing Date Performed 811912004 Analysis Year Analysis Time Period PM Peak Hour. . . Project ID Griffin Ranch EastfWest Street: Avenue 58 North /South Street: Madison Street VolurnefAd wstmen „titeCharacteristics`�'''' Eastbound Westbound A roach L T E�i L T R Movement 26 39 4 2 69 Volume* 50 %Thrus Left Lane 50 A roach Northbound Southbound R Movement L T R 0 140 6 L T 39 89 14 Volume 50 %Thrus Left Lane 50 Eastbound WestWbo.ndN01th2b0ur1d Southbound L1 L2 L1 2 L1 L2 R L TR Configuration 1.00 1.00 1.00 00 1.00 1.00 PH F 65 6 6 6 39 103 Flow Rate 0%6 Heavy Vehicles 2 No. Lanes . 2 5 Geometry Group 5 1.00 Duration, 'r �.�� '��ED�'�� Satu�atonHea_dwa Adu is m ne tWork she ^' Prop. Left-Turns 0.4 0.0 0.7 0.0 0.0 0.0 1.0 0.0 Prop. Right -Tums 0.0 1.0 0.0 1,0 0.0 0.1 0.0.. 0.1 Prop. Heavy Vehicle 0.5 0.5 0.5 0.5 0:5 0.5 0.5 0:5 h�T -adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0:7 hRT -adj -0.7 1 1.7 1.7 1.7 1.7 1.7 1.7 1.7. 1.7 hHV -adj . 5.62 5.62 5.62 5.62. 5.62 5.62 5.62 5.62 hadj, computed y ndSeruice�imer: �De ar,@ure.�Headwa ,a. y ��_-�° r =` hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 0.06 0.01 0.01 0.06 0.06 0.07 0.03 0.09 x, initial 5.62 5.62 5.62 5.62 5.62 5.62. 5.62 5.62 hd, final value 0.10 0.01 0.01 0.09 0.10 0.11 0.06 0.14 x final value 2.3 2.3 2.3 2.3 Move -up time, m 3.3 2.4 3.3 2.4 3:3 2.4 3.3 2.4 Service Time -Y^ �+4nS�. °' - ,�c,.�4' , - �',�- RS•a'- 35'e ;Ca yi""'Sr,.a.r=r -;� . - Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 12 315 256. 256 319 320 326 289 353 Capacity 8.95 7.46 8.51 7.90 8.41 8.40 8.71 8.60 Delay A A A A A A A A LOS 8.83 7.94 8.41 8.63 Approach: Delay LOS A A A A Intersection Delay 8.47 Intersection I OS A HCS2000tTM Copyright ® 2003 University of Florida, All Ktghts Keserveo 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 All -Way Stop Control, rage roach tastoouna R L T R Movement' L 29 T 15 5 2 " 46 47 Volume 50 %,Thrus Left Lane 50 Northbound Southbound roach T R Movement L T R L 0 56 86 85 Volume 2 39 . %Thrus Lefl Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L'2 LT R LT R LT TR L TR Configuration PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 44 5 48. 47 21 20 1 56 171 Flow Rate -/.'Heavy Vehicles 2 No. Lanes 2 2 5 5 ` Geometry Group 5 5 1.00 Duration T Saturatvon „Headw,a W%�d'ustment 1Norksheet 0.7 0.0" 0.0 0.0 0.1 0.0 1.0 0.0 Prop. Left -Tums 0.0 1.0 0,0 1.0 0.0 0.0 0.0 0.5 Prop. Right -Tums Prop. Heavy Vehicle 0.5 0.5 0.5 hLT -adj -0.7 -0.7 hRT -adj -0.7 1 1.7 1.7 hHV -adj 5.70 5.70 5.70 5 70 5 70 5.70 5.70 hadi, computed rr •grer.yy' sl�i°64`i!- �1.�'+'L�2` +, s y5q.70 y1Tl•. -i!�` . rA�`° De artu�reHeadwa.andServiceTime;a .. _ 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 hd, initial value 0.04 0.00 0.04 0.04 0.02 0.02 ' 0.05 0.15 x, initial 5.70 5.70 5,70 5.70 5.70 5.70. 5.70. 5.70 hd, final value 0.07 0.01 0.07 0.06 0.03 0.03 0.09 0.22 x, final value 2.3 2.3 - 2.3 Move -up time, m 2.3 2.4 3.4 2 4 3.4 2.4 3 4 L 2.4 Service Time 3.4 C_a ac i NandLevel`.ofzServic_e�r Northbound Southbound Eastbound Westbound L1 L2 L1 L2 L1 L2 L1 L2 294 255 298 297 271 270 306 '421 Capacity 8.83 7.40 8.47 7.63 8.12 8.06 8.77 8.74 Delay A A A A A A A A LOS 8.68 8.05 8.09 8.75 Approach: Delay A LOS A A A 8.52 Intersection Delay A Intersection LOS HCS2000TM Copyright 020.03 University of Florida, All Krgnts Keservea ' All -Way Stop Control 1 1 1 1 r arc i, vi i IX0lumeenu u�..IIc.�wr...,_ .. : •iL us men '° , s. NO t 2L'Y- .y: . iy' P3iq. ir3. Yi'" t4.:. 5_ 3Wi3. YMi' ttiRB�M'' 0.0 0.0 0.0 Eastbound Prop. Left -rums 0.4 Westbound 0.7 roach . 0.0 L 0.0 T R L T R Movement 36 Prop. Heavy Vehicle 56 8 6 3 97 Volume 0.5 0.5 0.5 0.5 hL.T -adj -0.7 1 50 -0.7 -0.7 -0.7 1 -0.7 -0.7 %Thrus Left Lane -0.7 50 1.7 1.7 1.7 1.7 1.7 1.7 1.7 . 1.7 hHV -adj Northbound Southbound roach 5.97 L 6.97. 5.97 5.97 5.97 5.97 T R L T R Movement 0 hd, initial value 198 8 56 125 19 Volume 0:01 0.09 0.09 0.10 0.05 0.13 x, initial 5.97 5.97 5.97 5.97 5.97. 5.97 5.97 5.97 ' hd, final value 0.15 50 0.02. 0.14 0.15 %Thrus Left Lane x, final value .50 2.3 2.3 2.3 2.3 Eastbound 3.7 2.8 Westbound Northbound Southbound L1 ��4`�� 1 L2 Southbound L1 Eastbound L2 L1 L2 L1 I L2 L1 LT L1 R L1 LT R LT TR I L TR Configuration 1.00 306 1.00 Capacity 1.00 7.84 1.00 1.00 1.00 '.1.00 .1.00 PHF 92 9.46 8 A. 9 A 97 99 107 56 144 Flow Rate Los 9.60 8.62 9.06 9.39 Approach: Delay A A % Heavy Vehicles A A A Intersection Delay 2 Intersection LOS 2 No. Lanes HCS2000Tm 2 2 5 5 Geometry Group 5 5 1.00 Duration, T ^.^Rt��'S.e'�'s'tCR= __:..' i Saturatton;Headwa A .. : •iL us men '° , s. NO t 2L'Y- .y: . iy' P3iq. ir3. Yi'" t4.:. 5_ 3Wi3. YMi' ttiRB�M'' 0.0 0.0 0.0 L• a .7A9Y..iY3C.Z "ol.t:.��k.",c -}vX �a•eSaYC'n 1.0 0.0. Prop. Left -rums 0.4 0.0 0.7 Prop. Right -rums 0.0 1.0 0.0 1.0 0.0 0.1 0.0 0.1 Prop. Heavy Vehicle 0.5 0.5 0.5 0.5 hL.T -adj -0.7 1 -0.7 -0.7 -0.7 -0.7 1 -0.7 -0.7 hRT -adj -0.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 . 1.7 hHV -adj 5.97 5.97 5.97 6.97. 5.97 5.97 5.97 5.97 hadj, computed er_t ru e,�H�- ea 3.20 3.20 3.20 3:20 3.20 hd, initial value 3.20 3.20 3.20 0.08 0.01 0:01 0.09 0.09 0.10 0.05 0.13 x, initial 5.97 5.97 5.97 5.97 5.97. 5.97 5.97 5.97 ' hd, final value 0.15 0.01 0.02. 0.14 0.15 0.16 0.09 0.21 x, final value 2.3 2.3 2.3 2.3 Move -up time, m 3.7 2.8 3.7 2.8 3.7 2.8 3.7 2.8 Service Time a a euel oService''�� kI- ��4`�� 1 Northbound Southbound Eastbound Westbound L1 L2 L1 L2 L1 L2 L1 L2 342 258. 259 347 349 357 306 394 Capacity 9.75 7.84 8.92 8.60 9.05 9.07 9.21 9.46 Delay A. A A A A A A A Los 9.60 8.62 9.06 9.39 Approach: Delay A A LOS A A A Intersection Delay 9 Intersection LOS A A Copyright ® 2003 University of Florida, All Rights Reserved Version 4.ld HCS2000Tm All-Way Stop Control 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .-5-. . ALL -WAY STOP CONTROL ANALYSIS '&' • +y b x • General lnforrnatron . Site` InfOt;fll3tIQ�1 Intersection St. @ Avenue 58 Greg A gency /Co. Endo Engineering g 'Madison Jurisdiction La Quints Analysis Year Year 2008 W/ Project . Date Performed 8119 12004 Analysis Time Period AM Peak Hour Pro ect ID Griffin Ranch Eas•lWest Street Avenue 58 North/South Street: Madison Street .,.'sr -- �i"'•- •- asz++�s •� >5.�nrry^Ky s•rtac +:,• .sRa �, - ,. �. Volume Ad "usfiments and;:SiteCharactensfres f n �a�: Westbound oath Eastbound Movement L. T R 5 2 46 47 Volume 29 15 %Thrus Left_ Lane 50 50 A roach Northbound Southbound R Movement L T R 2 42 0 L T S6 95 85 Volume 50 %Thrus Left Lane 50 Eastbound Westbound • Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 LT R LT R LT TR L TR Configuration 1.00 1.00 1.00 1.00 1.00 1.00 1 J.00-A 1.00 PHF 44 5 48 47 23 21 56 180 . Flow Rate % Heavy Vehicles 2 2 No.Lanes 2. 2 5 5 Geometry Group 5 5 1.00 Duration T Saturat' oHead v+ra Ad'us,' tm t<Workshe`etu - '` y - Prop. Left -Turns 0.7 0.0 0.0 0.0 0.1 0.0 1.0 0.0 Prop. Right -rums 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.5 Prop. Heavy Vehicle 0.5 0.5 0.5 0:5 0.5 0.5 0.5. 0.5 , hLT -adj -0.7 -0.7 -0.7 -0.7 -0.7 -0.7 -0.7. hRT -adj.. -0.7 1.7 1.7 1.7 1':7 1.7 .1.7 1.7 1.7 hHV -adj 1 hadj, computed 5.73 5.73 5.73 5.73 5.73 5 73 5.73 5.7 3 pie artureFlea wa and?Servtce - hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.00 0.04 0.04 0.02 0.02 0.05 0.16 hd, final value 5.73 5.73 5.73 5.73 5.73. 5.73 5.73 5.73 x, final value 0:07 0.01 0.07 0.06 0.03. 0.03.. 0.09 0:24 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 3.4 2.4 3.4 2.4 3.4 2.4 3. 4 2.4 '�"`4•Fitci- 1�AiiR'fn£r:) � 'rvd?$!° �k$.t`'- '4"'�2,•: - --.'`T ''�.�.,�� A..� -� -, Westbound Northbound Southbound Eastbound L1 L2 L1 L2 L1 L2 L1 L2 294 255 298 297 273 .271 306 430 Capacity 8.87 7.44 8.50 7.67 8.14 8.08 8.77 8.87 Delay A. A A A A A A A LOS Approach: Delay 8.72 8.09 8.1.1 8.85 Los A A A A Intersection Delay 8.59 Intersection LOS A HCS2000TMt Copyright ® 2003 University of Florida, All Ktgnts Keservea All -Way Stop Control ALL WAY STOP CONTROL ANALYSIS Page 1 of 1 g .wU a -�� 3 ? General ��'�:•� Situ nwrmat o ZZ� ": <Information�.'��..- Greg Agency/Co. Endo Engineering ge 9 y Date Performed &1912004 Analysis Time Period PM Peak Hour Intersection Madison St. @ Avenue 58 Jurisdiction La Quinta Analysis Year Year 2008 W1 Project Project ID Griffin Ranch East/West Street: Avenue 58 NorthlSouth Street: Madtsori Street Volump�edyAd ustments andStteCharacteistics1` . ix'?i{�i7S.+F3 v3h a'! Eastbound . Westbound L T R L. T R 36 56 8 6 3 97 A roach Movement Volume %Thrus Left Lane 50 50 A roach Movement Northbound Southbound L T R L T R " Volume 0 207 8 56 131 19 %Thrus Left Lane 50 50 . Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration PHF LT 1.00 R 1.00 LT 1.00.. R 1 "00 LT 1:00 TR 1:00 L 1.00 TR_ 1.00 Flow Rate 92 8 9 97 103 112 56 150 % Heavy Vehicles No. Lanes 2 2 2 2 Geometry Group 5 5 5 5 Duration, T 1.00 Saturation Headwa `�Ad ustment�Wocks'heet` >•��x, .,.�`��' _• Prop. Left -Tums 0.4 0.0 0.7 0.0 0.0 0:0 1.0 0.0 Prop. Right -Tums 0.0 1.0 0.0 1.0 0.0 0.1 0.0 0.1 Prop. Heavy Vehicle hLT -adj 0.5 0.5 0.5 0.5. 0.5 0.5 0.5 0.5 hRT -adj -0.7 -0.7 -0.7 -0.7 hHV -adj 1.7 1.7 1.7 hadj, computed &.01 6.01 6.01 6.01 6.01 6.01 6.01 6 01 De arture3Fleadwa rand rvicetTime��x hd, initial value 3.20 3.20 3.20 1 3.20 3.20 3.20 3.20 3.20 x, initial 0.08 0.01 0.01 0.09 0.09 0.10 0.05 0.13 hd, final value - 6.01 6.01 6.01 6.01 6.01 6.01 6.01 6.01 x, final value 0.15 0.01 0.02 0.14 0.16 0.17 0.09 0.22 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 3.7 2.8 3.7 2.8 3.7 2,8 3.7 2.8 Ca',ac�j - Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 342 258 259 347. 353 362 306. 400 Delay 9.80 .7.88. 8.96 8.65 9.11 9.15 9.23 9.56 Los A A A A A A A A Approach: Delay 9.65 8.67 9.13 9.47 LOS A A A A Intersection Delay .9.25 Intersection LOS A HCS*0- 1 Copyright 0 2003 University of Florida, All Rights Reserved version 4.1a ' Two -Way Stop Control Page 1 of 1 v/c TWO -WAY STOP CONTROL SUMMARY L T General Information; 1 T TR Greg 0.00 Madison St. @ PGA Entrance ' Analyst Agency /Co. Endo EngineeriLa =Analysis Quinta Control Delay Date Performed 811312004 Existing Analysis Time Period AM Peak Hour LOS Minor Street Westbound ' Pro'ect Description Griffin Ranch Movement 7 8 9 10 11 12 East/West Street: PGA West Entrance — North /South Street: Madison Street T R Intersection Orientation: North -South Stud Period hrs : 1.00 R Volume Volumes „and =Ad ustmerits, . - _ =� ' °' ' reet Northbound 0 1 Southbound Peak -Hour Factor, PHF 1.00 nt 1 2 3 4 5 T 6 R Hourly Flow Rate, HFR L T R L 10 0 ' j6hiddVohj,"es ur Factor, PHF 1 1.00 0 164 1.00 0 1.00 0 1.00 316 1.00 4 1.00 low Rate, HFR 1 0 164 0 0 316 4 Heavy Vehicles 8 Storage — — 0 0 RT Channelized Type Two Way Left Turn Lane 0 ' Lanes nelized 0 0 0 0 0 0 0 LR 1 Configuration 1 0 0 2 0 v/c Lanes L T T TR 95% queue length 0.00 Configuration 0.06 Control Delay 8.0 U stream.Si nal 1 0 0 LOS Minor Street Westbound Eastbound ' Movement 7 8 9 10 11 12 Approach Delay — L T R L T R Volume 0 0 0 10 0 1 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 10 0 1 Percent Heavy Vehicles 0 0 0 8 0 8 Percent Grade ( %) 0 0 ' Flared Approach N N Storage 0 0 RT Channelized 0 0 ' Lanes 0 0 0 0 0 0 LR Configuration Dela #'Queue:;Le t6 and Leueh'of Sery cep.'' '. ` �. 7A t Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v (vph) 1 11 ' C (m) (vph) 1194 583 000 0.02 v/c 95% queue length 0.00 0.06 Control Delay 8.0 11.3 LOS A B Approach Delay — — 11'3 Approach LOS — — 8 Rights Reserved HCS2000TM Version 4.1 d Copyright ® 2003 University of Florida, All Rights Reserved Version 4.Id 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY r G-- y-- e—neraF ra” ton Y - Analyst Greg Agency /Co. Endo Engineering Date Performed 811312004 Anal sis Time Period PM Peak Hour � „ -a .=.7 _Info°ms : on Intersection Madison St. @ PGA Entrance Jurisdiction La Quinta Analysis Year Existing Project Description Griffin Ranch East/West Street: PGA West Entrance North /South Street: Madison Street Intersection Orientation: North -South IStudy Period hrs 1.00 "'+°""'„' e�''-- .-e'°,yp.`+},s..- Vehicle, Vol ..__;and- Ad'.ustments . r�' ,r : 77777---,77, �• 'o' Street Northbound Southbound Movement !a 1 2 3 4 1 5' 6 L T R L I T R Volume 2 386 0 0 207 8 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1 1.00 Hourly Flow Rate, HFR 2 386 0 0 207 8 Percent Heavy Vehicles 8 — — 0 — — Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 1 0 0 2 0 Configuration L T T TR Upstream Signal 0. 0 Minor Street Westbound Eastbound Movement 7 8 9 .10 11 12 L T R L T R Volume 0 0 0 8 0 6 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1 0 0 8 0 6 Percent Heavy Vehicles 0 0 0 8 0 8 Percent Grade ( %) 0 0 Flared Approach N N Storage RT Channelized 0 0 0 0 Lanes 0 0 0 0 0 0 Configuration LR Vela : _Q Len tl' and el of SeT rvi e" ' �' `'r i� w: " Approach NB SB Westbound-1 Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v (vph) 2 14 C (m) (vph) 1310 624 v/c 0.00 0.02 „-o, .a n nn 0.07 Rights Reserved HCS2000TMt Version 4.1 d Copyright ® 2003 University of Florida, All Rights Reserved Version 4:1d ao,o t{ucuc , ..y.. —• -- Control Delay 7.8 10.9 LOS A B Approach Delay — — 10.9 Approach LOS — — B Rights Reserved HCS2000TMt Version 4.1 d Copyright ® 2003 University of Florida, All Rights Reserved Version 4:1d Two -Way Stop Control KI UtlalaiCUCGu Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Movement 7 Westbound 8 9 10 Eastbound 11 1 12 L T R_ L T. R Volume Peak -Hour Factor, PHF 0 1.00 0 1.00 0 1.00 14 1.00 0 1.00 2 1.00 Hourly Flow Rate, HFR 0 0 0 14 0 2 Percent Heavy Vehicles 0 0. 0 8 0 8 Percent Grade ( %) 0 0 Flared Approach N N Storage RT Channelized 0 0 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delta, , Q :ueueL ®n th ,andLevel;of Service -Y' Eastbound Approach NB SB Westbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v (vph) 2 16 C (m) (vph) 1065 527 v/c 0.00 0.03 95% queue length 0.01 Control Delay 8.4 12.0 12'0 LOS A B Approach Delay — -- 12'0 Approach LOS - -- 8 Rights Reserved HCS2000TM Version 4.1d Copyright m 2003 University of Florida, All Rights Reserved Version 4.Id Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY ' FZnalyst nf_.orm aton_ _ Situ nocmio.;_ . _.Gre Intersection Madison St. @ PGA Entrance ' Agency/Co. Endo Engineering 9 9 811312004 Jurisdiction Analysis Year La Quinta Year 2008 No Project � Performed Date Performed I Anal sis Time Period PM Peak Hour ' Project Description Grim Ranch East/West Street: PGA West Entrance North /South Street: Madison Street Perod hrs : 1.00 Intersection Orientation North South Stud WWI: - Ad'_ustments r,` Vehicle V to umesand _p_ ' Ma or Street Northbound Southbound 6 4 5 1 1 2 1 3 Movement L T R L T R' . ' 3 545 0 0 292 11 1.00 Volume Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 0 0 292 11 Hourly Flow Rate, HFR 3 545 ' Percent Heavy Vehicles Type 8 — — 0 Two Way Left Turn Lane Median 0 RT Channelized 0 0 ' Lanes 1 2 0 0 2 TR L T T Configuration 0 Upstream Signal 0 Minor Street Westbound Eastbound 11 ' Movement 7 8 9 10 R R R L T L T ' 0 0 0 11 0 8 1.00. 8 Volume Peak -Hour Fac tor, PHF 1.00 1.00 0 1.00 1.00 0 11 1.00 0 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 0 0 0 8 0 8 ' Percent Grade ( %) 0 N 0 N Flared Approach Storage 0 0 0 ' RT Channelized 0 0 0 0 0 0 0 Lanes LR Configuration SIB Westbound Eastbound Approach NB Movement 1 4 7 8 9 10 11 12 ' Lane Configuration L LR 19 v (vph) 3 C (m) (vph) 1212 625 Vic 0.00 0.03 95% queue length 0.01 0.09 ' Control Delay 8.0 10.9 A B LOS 10.9 Approach Delay — -- ' Approach LOS 8 Rights Reserved Copyright 02003 University of Florida, All Rights Reserved Version.4.1d HCS2000 TM ' Version 4.1 d Two -Way Stop Control . -5- . - - TWO -WAY STOP CONTROL SUMMARY ;Gene allnformation. �a° ,r Analyst Greg Agency /Co. Endo Engineering Date Performed 811312004 Analysis Time Period AM Peak Hour ,S,itelnformat�on: . Mwi.W Madison St. @ PGA Intersection Entrance Jurisdiction La Quinta Analysis Year Year 2008 W/ Project Project Description Ranch —Griffin East/West Street: PGA West Entrance North /South Street: Madison Street Intersection Orientation: North -South IStudy Period hrs : 1.00 Vfflhlicle Volu_mesa_ndAd'ustmenfs ur =. Major Street Northbound Movement 1 2 _ 3 MITI 1111mmil-I _ _- Southbound 4 5 6. L T R L T R Volume 2 233 4 13 450 5 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR Percent Heavy Vehicles 2 8 233. – 4 -- 13 8 450 -- 5 "" Median Type. Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume Peak -Hour Factor, PHF 13 1.00 0 1.00 38 1.00 14 1.00 0 1.00 2 1.00 Hourly Flow Rate, HFR 13 0 38 14, 0 2 Percent Heavy Vehicles 8 8 8 8 8 8 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0, RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR } th,and Lev_.elofServicp ?s��x� x01 _eu'eL_en Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (vph) 2 13 51 16 C (m) (vph) 1061 1285 759 457 v/c 0.00 0.01 0.07 0.04 95% queue length 0.01. 0.03 0.22 0.11 Control Delay 8.4 7.8 10.1 13.2 LOS A A B B Approach Delay -- -- 10.1 13.2 Approach LOS -- -- B B Rights Reserved Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General�lnform f�nn� ��- -��• ��te Inf'� o matron .�,.- F } �` � _ b� a Madison St. @PGA -- - Analyst Greg Intersection Entrance Endo En ineerin Agency /Co. g g Jurisdiction La Quints Date Performed 8/13/2004 Analysis Year Year 2008 W /Project Analysis Time Period PM Peak our Project Description Ranch —Griffin East/West Street: PGA West Entrance North /South Street: Madison Street intersection Orientation: North -South Study Period hrs : 1.00. Ns: sr!114 RIM Uehrcle Vo umdAd'ustmen..ts�'`'" P` Major Street Northbound Southbound Movement 1 2 3 4 :5 6 T R L T R L Volume 3 550 14 41 295 11 Peak -Hour Factor, PHF 1.00 1.00 1:00 1.00 1.00 1.00 Hourly Flow Rate, HFR 3 550 14 41 295 11 Percent Heavy Vehicles 8 – – .8 Median Type Two Way. Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 J 12 L T R L T R Volume 8 0 24 11 0 8 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 8 0 24 11 0 8 Percent Heavy Vehicles 8 8 8 8 8 8 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Tarr ' -��4; Dela. ,„}S''FT -. f ^gyp z+� -sex. ter..- x�..�r5�.�ty " ....: - nd,i_Leuel,of< ,ervi �..t.�.Y�� - Approach =!7 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (vph) 3 41 32 .19 C (m) (vph) 1209 963 566 527 v/c 0.00 0.04 0.06 0.04 95% queue length 0.01 0.13 0.18 0.11 Control Delay 8.0 8.9 11.7 12.1 LOS A A B Approach Delay -- -- 11.7 12. . 1 Approach LOS -- -- B B Rights Reserved Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY gain pip Ste4lnfom anon " �_ West Site Access @ Avenue ` Analyst Greg Intersection 54 Endo Engineering Agency /Co. 9 g Jurisdiction La Quinta Date Performed 812412004 Analysis Year Year 2008 W/ Project Analysis Time Period AM Peak Hour Project Descri tion Griffin Ranch No East/West Street: Avenue 54 rth /South Street: West Site Access Intersection Orientation: East -West Stud Period hrs : 1.00. ,.�"3q- ter _ Uehcle�Volumes anAd'ustments_° Westbound Major Street Eastbound Movement 1 2 4 5 6 T R L T L Volume veh /h 0 159 MO 4 206 0 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh /h) 0 159 4 206 0 Proportion of heavy 0 _ _ 8 — — vehicles, PHV Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 10 11 12 L T L T R Volume veh /h Peak -hour factor, PHF 29 1.00 ];;F 0 0 0 1.00 1.00 1.00 Hourly Flow Rate (veh /h) 29 0 0 0 Proportion of heavy 8 0 0 0. vehicles, PHv ]Ono Percent grade ( %) 0 Flared approach N Storage 0 0 RT Channelized? Lanes 0 0 0 0 Configuration LR Control,=,Dela- "�- Que_ue Len th Level_of�Servace, .��z�. �:. ° x�.�- � •sM Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 4 42 Capacity, cm (vph) 1373 708 v/c ratio 0.00 0.06 Queue length (95 %) 0.01 0.19 Control Delay (s /veh) 7.6 10.4 LOS A B Approach delay (s /veh) -- -- 10.4 Approach LOS HCS2000TM Copyright 0 2003 University of Flonoa, All Kignss reserve° ITwo -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY W-1- Gnal ; Site Analyst Greg Intersection West Site Access @ Avenue Agency /Co. Endo Engineering Date Performed 812412004 Jurisdiction La Quinta Analysis Time Period PM Peak Hour Analysis Year Year 2008 W1 Project Project Description Griffin Ranch East/West Street: Avenue 54 _. North /South Street: West Site Access Intersection Orientation: East -West IStudy Period hrs : 1.00 VehicleUol_umes and=Ad ustmentsi""° Major Street Eastbound Westbound Movement 1 2 3 4 5 6 Volume veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh /h) L 0 1.00 0 T 293 1.00 1 293 R 32 1.00 1 32 L 14 1.00 14 T 247 1.00 247 R 0 1.00 0 Proportion of heavy vehicles, PHV 0 — — 8 Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 Volume veh/h) Peak -hour factor, PHF L 19 1.00 T 0 1.00 R 8 1.00 L 0 1.00 T 0 1.00 R 0 1.00 Hourly Flow Rate (veh /h) 19 0 8 0 0 0 Proportion of heavy vehicles, PHV 8 0 8 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage p 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Approach EB WB " Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 14 27 Capacity, cm (vph) 1202 588 v/c ratio 0.01 0.05 Queue length (95 %) 0.04 0.14 Control Delay (s /veh) 8.0 11.4 LOS A B Approach delay (s /veh) -- -- 11.4 Approach LOS vl nnTM -- _ B I.opyngnt w. [uus University of Florida, All Rights Reserved Version 4.1 d ITwo-Way Stop Control I i H I I I I I I I i1 I I I I I I I Page I of I HCS2000TM Copyright 02003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY 0"_ I I - � . f enera 1K I _wl 0 Site n otmation,, X Analyst Agency/Co. Date Performed Analysis Time Period Endo Engineering 812412004 AM Peak Hour Intersection Jurisdiction Analysis Year I East Site Access @ Avenue 54 La Quinta Year 2008 W1 Project Project Description Griffin Ranch East/West Street: Avenue 54 INorth /South Street: East Site Access Intersection Orientation: East-West IStud y Period (hrs): 1.00 _ _'FWhi 6rV6 I i m id on ts Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 0 155 16 9 162 0 Peak-hour factor, PHIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 0 155 16 9 1 162 0 Proportion of heavy vehicles, PHV 0 I — 8 Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 48 0 27 0 0 0 Peak-hour factor, PHIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 48 0 27 0 0 0 Proportion of heavy vehicles, PHV 8 0 8 0 I 0 0 Percent grade 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR 16_1W, _ - ' i" dAiF0t1be1 Queue! Aa w.Cgye V' Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10- 11 12 Lane Configuration L LR Volume, v (vph) 9 75 Capacity, cm (vph) 1371 733 v/c ratio 0.01 0.10 Queue length (95%) 0.02 0.34 Control Delay (s/veh) 7.6 10.5 LOS A B Approach delay (s/veh) 10.5 Approach LOS B HCS2000TM Copyright 02003 University of Florida, All Rights Reserved Version 4.1d Two -Way Stop Control Page 1 of 1 TWO -WAY STOP CONTROL SUMMARY Gene al,Informat�on5�� Site Infbmation� Analyst Greg Agency /Co. Endo Engineering Date Performed 812412004 Analysis Time Period PM Peak Hour Intersection East Site Access @ Avenue 54 Jurisdiction La Quints Analysis Year Year 2008 W1 Project Project Description Griffin Ranch East/West Street: Avenue 54 North /South Street: East Site Access Intersection Orientation: East -West IStudy Period hrs : 1.00 r VehicleVol,umesand;Ad rnen_t_s � Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume -(veh/h) 0 249 53 30 230 0 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate (veh /h) 0 249 53 30 230 0 Proportion of heavy vehicles, PHV 0 _ _ 8 T - Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 31 0 18 0 0 0 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate,(veh /h) 31 0 18 0 0 0 Proportion of heavy vehicles, PHV 8 .0 8 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR ontrol�D•. le a'Queue"�Len t'Level�of S�erv�'- ei4 ,��.� �� ,� � a ��` s�`'��,��_�� . Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 30 49 Capacity, cm (vph) 1226 609 v/c ratio 0.02 0.08 Queue. length (95 %) 0.08 0.26 Control Delay (s /veh) 8.0 11.4 LOS A 8 Approach delay (s /veh) -- -- 11.4 Approach LOS - -- g HCS2000TM Copyright 0 2003 University or Florida, All Rights Reserved Version 4.Id 1 1 1 1 1 Appendix B Highway Capacity Manual Signalized Intersection Methodology The Highway Capacity Manual (HCM 2000) signalized intersection capacity and level of service methodology addresses the capacity and level of service of intersection approach land groups as well as the level of service of the intersection as a whole. The analysis is undertaken in terms of the ratio of demand flow rate to capacity (V /C ratio) for individual movements during a peak 15- minute interval and the composite V/C ratio for the sum of critical movements or lane groups within the intersection. The level of service is determined based, upon average control delay per vehicle, as shown in Table B -2 below. Table B -2 2000 HCM Signalized Intersection LOS Criteria Level of Traffic Flow Avg. Control Delay Service Characteristics (SecondsNehicle) . A Extremely favorable progression with very low control delay. <_ 10 Most vehicles arrive during the green phase. Many do not stop. Good progression, short cycle lengths or both. More vehicles B stop than with LOS A, causing higher levels of average > 10 and <_ 20 delay. Satisfactory operation with fair progression, longer cycle C lengths, or both. Individual cycle failures may begin to appear. Cycle failure occurs when a given green phase does > 20 and <_ 35 not serve queued vehicles and overflow occurs. A significant number of vehicles stop but many pass through without stopping. Tolerable delay, where congestion becomes more noticeable and many vehicles stop. Individual cycle failures are noticeable. D Longer delays may result from some combination of > 35 and <_ 55 unfavorable progression, long cycle lengths, or high V/C ratios. Unstable flow with poor progression, frequent cycle failures, E long cycle lengths and high V/C ratios. Individual cycle > 55 and <_ 80 failures are frequent occurrences. This is considered the limit of acceptable delay by many agencies. Oversaturation with arrival flow rates exceeding the capacity of intersection lane groups and many individual cycle failures. F Poor progression and long cycle lengths as well as high V/C > 80 ratios and high delay values occur at LOS F. Considered unacceptable to most drivers. Source: rnignway uapaccry manual, apeciai xeport LU9, transportation Research Board, Fourth Edition, 2000; pp. 10 -16. Short Report Page 1 of 1 SHORT REPORT Gene�al�lnfofmaton�`$`� '� . s �:�; ti "� °� ?,�." � * ","r • ..� . �. � .:.«..� �.,,,:.._.,.: -. < : r �- 4• „- S w � ;. Site Information .. .r....� {'t�._ , , . a.•; '�' �. Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 811312004 Jurisdiction Time Period AM Peak Hour Jefferson St. @ SR ill Area Type All other areas La Quinta Analysis Year Existing ..: ".;.,,. ,- - .Aj'- �•s-••-7,,F`" Volume andtiTimm In utr_+ ` ..r's, M _ t itn±, �' H ;'w.'S;�x_..... -.. .T:kr.H -4 yti:f `{t1S.•. EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 2 2 1 1 3 1 Lane group L. T R L TR L T R L T R Volume (v ph) 78 528 124 142 720 49 265 329 124. 109 354 67 % Heavy veh 8 8 8 1 8 8 1 8 1 8 8 8 8 8 8 PHF 1.00 1.00 1.00 1 1.00 1.00 11.00 1 1.00 1.00 1 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A I A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 . 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 .Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 11.0 G= 35.0 G= G= G= 11.0 G= 17.0 G= G= Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Anal sis hrs = 1.00 Cycle Len th C = 90.0 Lane•;Group;Gapacity, Control Delay, arrdrLO$ :Determinatfion Y ,+ ` � EB WB NB SB Adj. flow rate 78 528 124 142 769 265 329 124 109 1 354 67 Lane group cap. 204 1300 1179 204 1288 396 631 1179 204 907 1179 v/c ratio 0.38 0.41 0.11 0.70 0.60 0.67 0.52 0.11 0.53 0.39 0.06 Green ratio 0.12 0.39 0.79 0.12 0.39 0.12 0.19 0.79 0.12 0.19 0.79 Unit. delay d1 36.4 20.0 2.2 37.9 21.9 37.8 32.8 2.2 37.1 32.0 2.1 Delay factor k 0.11 0.11 0.11 0.26 0.19 0.24 0.13 0.11 0.14 0.11 0.11 Increm. delay d2 1.2 0.2 0.0 10.4 0.8 4.4 0.8 0.0 2.8 1 0.3 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 37.6 20.2 2.2 48.3 22.7 42.2 33.6 2.2 39.9 32.2 2.1 Lane group LOS D C A D C D C A D C A Apprch. delay 19.0 26.7 31.4 30.0 Approach LOS 8 C C C Intersec. delay 26.5 Intersection LOS C HL3,NUU- t-opyngnt 19 ZUUU University of Flonde, All Rights Reserved Version 4.1d Short Report Page I of 1 SHORT REPORT Gen -eraf Site rn-fqrmafl'dn-,' 7'--'-1T"- -7:7- Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed •811312004 Jurisdiction Time Period PM Peak Hour Jefferson St. @ SR -111 Area Type All other areas La Quinta Analysis Year Existing v6ruifi an EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 2 .2 1 1 3 1 Lane group L T R L TR L T R L T R Volume (v ph) 115 1007 288 194 892 78 249 369 164 193 439 61 % Heavy veh 8 8 8 8 8 1 8 8 8 1 8 8 1 8 8 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 .0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 1 0 .0 0 0 0 1 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 Timing G= 13.0 G= 35.0 G= G= G = 13.0 G= 13.0 G= Y= 4 Y= 4 Y= Y= ' Y= 4 Y= 4 Y= Duration of Analysis hrs = 1.00 Cvc1e Lenath C = 90.0 yp�.andl Lane ro Qotermin4!k4., - -1 "1 EB WB NB SB Adj. flow rate 115 1007 288 194 970 249 369 164 193 439 61 Lane group cap. 241 1300 1146 241 1284 468 483 1146 241 694 1146 v/c ratio 0.48 0.77 0.25 0.80 0.76 0.53 0.76 0.14 0.80 0.63 0.05 ' 05 Green ratio 0.14 0.39 1 0.77 0.14 1 0.39 10.14 0.14 1 0.77 0.14 10.14 0.77 Unif. delay dl .35.4 24.1 3.0 37.3 23.8 35.7 37.0 1 2.8 37.2 136.3 2.6 Delay factor k - 0.11 0.32 0.11 0.35 0.31 0.13 0.32 10.11 0.34 0.21 0.11 Increm. delay d2 1.5 3.1 0.1 20.3 2.7 1.2 7.5 0.1 19.6 1.9 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 Control delay 36.9 27.1 3.2 57.6 26.5 36.9 44.5 2.8 56.9 . 38.2 2.6 Lane group LOS D I C A E C D D A E D A Apprch. delay 23.0 31.6 33.3 40.2 Approach LOS C C C D Intersec. delay 30.4 Intersection LOS C HCS2000TM Copyright 02000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT n -1-7 7' Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 811312004 Jurisdiction Time Period AM Peak Hour Jefferson St. @ SR-111 Area Type All other areas La Quinta Analysis Year Year 2008 No Project Volume , 'EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 2 2 1 1 3 1 Lane group L T R L TR L T R L T R Volume (v ph) 87 587 137 158 801 55 295 366 137 121 394 75 % Heavy veh 8 8 8 8 8 8- 8 8 8 8 8 1 8 PHF 1.00 1.00 1.00 1.00 1,00 7 - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 -2.-0- 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0- Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr I Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 -3-0 -30- 3.0 3.0 3.0 3.0 Phasing Excl. Left I_hru & RT 03 04 Excl. Left Thru & RT 07 08 G= 12.0 1 G= 34.0 G= G= G = 11.0 G= 17.0 G G Timing Y= 4 IY= 4 Y= Y= A= 4 Y= 4 Y= Y= Duration of Analysis hrs = 1.00 Cycle Length C = 90.0 clit 61. Delay, Ind LOS Determination: Lane 'Group P- Capacity; T, EB WB NB SB Adj. flow rate 87 587 137 158 856 295 366 137 121 394 75 Lane group pap. 223 1263 1163 223 1250 396 631 1179 204 907 1179 v/c ratio 0.39 -0.46 0.12 0.71 0.68 0.74 0.58 0.1.2 0.59 0.43 0.06 Green ratio 0.13 0.38 0.78 0.13 10.38 0.12 0.19 0.79 0.12 0.19 0.79 Unif. delay d1 35.7 21.1 2.4 37.3 23.5 38.1 33.2 2.2 37.4 32.3 2.1 Delay factor k 0.11 0.11 0.11 0.27 0.25 0.30 0.17 0.11 0.18 0.11 0.11 Increm. delay d2 1.1 0.3 0.0 10.5 1.6 7.9 1.4 0.0 4.7 0.3 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 36.8 21.4 1 2.5 47.8 125.1 46.0 34.6. 2.3 42.1 32.6 1 2.1 Lane group LOS D C A D I C D C A D C A Apprch. delay 19.9 28.6 33.3 30.7 Approach LOS B C I C C Intersec. delay 27.9 Intersection LOS C' HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 d I I I I I I I I i I I I I I I I i I I SHORT REPORT Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 811312004 Jurisdiction Time Period PM Peak Hour Jefferson St. @ SR -111 Area Type All other areas La Quinta Analysis Year Year 2008 No Project ume.alridiTiminmi 7A 1 I EB WB NIB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 2 2 1 1 3 1 Lane group L T R L TR L T R L T R Volume (v ph) 128 11120 321 216 992 87 277 410 183 215 488 68 % Heavy veh 8 8 8 8 8 8 8 8 8 8 8 8 PH IF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 - 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking/hr I I Bus stops/hr 0 0 0 1 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 1 Excl. Left Thru & RT 07 08 Timing G= 13.0 G= 35.0 G= I G= I G= 13.0 G= 13.0 G= G= Y= 4 Y= 4 Y= 1Y= IY= 4 Y= 4 Y= Y= Duration of Analysis (hrs) 1.00 - Cycle Length C 90.0 �Onti4l, 061 d' Lane a0dij jay,,-ah LOS DeWhilhationj EB WIB NIB SIB Adj. flow rate 128 1120 321 216 1079 277 410 183 215 488 68 Lane group cap. 241 1300 1146 241 1284 468 483 1146 241 694 1146 v/c ratio 0.53 0.86 0.28 0.90 0.84 0.59 0.85 0.16 0.89 0.70 0.06 Green ratio 0.14 0.39 0.77 0.14 0.39 0.14 0.14 0.77 0.14 0.14 0.77 Unif. delay dl 35.7 25.3 3.1 37.8 25.0 36.0 37.5 2.8 37.8 10.27 36.7 2.6 Delay factor k 0.13 0.39 0.11 0.42 0.38 0.18 0.38 0.11 0.42 0.11 Increm. delay d2 2.3 1 6.6 0.1 43.8 5.4 2.0 15.2 0.1 42.2 3.3 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 37.9 31.9 3.3 81.6 30.4 38.0 52.7 2.9 80.0 39.9 2.6 Lane group LOS D C A F C D D A F D A Apprch. delay 26.5 38.9 37.5 47.8 Approach LOS Intersec. delay C 35.9 D D I Intersection LOS D D HC52000 I m Uopyright Q 2000 University of Florida, All Rights Reserved Version 4.1 d Short Report Page 1 of 1 SHORT REPORT General:lnformatr,on'�'�_�"�'r Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 811312004 Jurisdiction Time Period AM Peak Hour Jefferson St. @ SR -111 Area Type All other areas La Quinta Analysis Year Year 2008 W/ Project 4. `.Yo16me andxTimin iln ut -..z�,f�� EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 2 2 1 1 3 1 Lane group L T R L TR L T R L T R Volume (v ph) 87 587 145 1 159 801 55 317 391 141- 121 402 75 Heavy veh 8 8 8 8 8 8 1 8 8 1 8 8 1 8 8 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 . 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 1 0 1 0 11 0 0 1 0 0 0 0 Unit Extension 3.0 1 3.0 3.0 1 3.0 1 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 11.0 G= 34.0 G= G= G= 12.0 G= 17.0 G= G= Timing Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Analysis hrs = 1.00 Cycle Len th C = 90.0 LaneG�oupCapacContrSolDelay "andLOS De erm nation`�'�3 EB WB NB SB Adj. flow rate 87 587 145 159 856 317 391 141 121 402 75 Lane group cap. 204 1263 1179 204 1250 432 .631 1163 223 907 1163 v/c ratio 0.43 0.46 0.12 0.78 0.68 0.73 0.62 0.12 0.54 0.44 0.06 Green ratio 6.12 0.38 0.79 0.12 0.38 0.13 0.19 0.78 0.13 0.19 0.78 Unit. delay d1 36.6 21.1 2.2 38.3 23.5 37.5 33.5 2.5 36.4 32.3 2.3 Delay factor k 0.11 0.11 0.11 0.33 0.25 0.29 0.20 0.11 0.14 0.11 0.11 Increm. delay d2 1.4 0.3 0.0 19.5 1.6 6.6 1.9 0.0 2.7 0.3 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 38.0 21.4 2.3 57.8 25.1 44.1 35.4 2.5 39.2 '32.7 2.4 Lane group LOS D C A E C D D A D C A Apprch. delay 19.8 30.2 33.2 30.2 Approach LOS 8 C C C Intersec. delay 28.4 Intersection LOS C HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version '4.Id Short Report Page 1 of 1 SHORT REPORT General) lnfomaton�„�` ". A Site Infom at o '�r�" ,x Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 811312004 Jurisdiction Time Period PM Peak Hour Jefferson St. @ SR -111 Area Type All other areas La Quinta Analysis Year Year 2008 W1 Project 4 ME= ow, . "" SB' EB WB NB LT TH RT LT TH RT LT' TH I RT LT TH I RT Num. of Lanes 1 2 1 1 2 0 2 2 1 1 3 1 Lane group L T R L TR L T R L T R Volume (v ph) 128 1120 344 220 992 87 291 426 185 215 516 68 % Heavy veh 8 8 8 1 8. 8 1 8 8 8 8 8 1 8 8 PH F 1.00 1.00 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 .2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 fl3.O 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0, 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 0 0 0 0 0 1 0 1 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 1 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08. Timing G= 13.0 G= 35.0 G= G= G= 13.0 G= 13.0 G= G= Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Analysis hrs = 1.00 Cycle Len th C = 90.0. Lane�Group Cap city *�Coiitrol Dela �and�LOS�Dete�in to on �` � ''r � �'�� EB WB NB SB Adj. flow rate 128 1120 344 220 1079 291 426 185 215 516 68 Lane group cap. 241 1300 1146 241 1284 468 483 1146 241 694 1146 v/c ratio 0.53 0.86 0.30 0.91 0.84 0.62 0.88 0.16 6.89 0.74 0.06 Green ratio 0.14 0.39 0.77 6.14 0.39 0.14 0.14 0.77 0.14 0.14 0.77 Unif. delay d1 35.7 25.3 3.2 37.9 25.0 36.2 37.7 2.8 37.8 36.9 2.6 Delay factor k 0.13 0.39 0.11 0.43 0.38 0.20 0.41 0.11 0.42 0.30 0.11 Increm. delay d2 2.3 6.6 0.1 51.0 5.4 2.6 20.7 0.1 42.2 4.5 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay • 37.9 31.9 • 3.3 89.0 30.4 38.8 58.5 2.9 80.0 41.4 2.6 Lane group LOS D C A F C D E A F D A Apprch. delay 26.2 40.3 40.7 48.5 Approach LOS' C D D D Intersec. delay 36.9 Intersection LOS D 11CS2000"M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 d IShort Report I 11 I I I I I I I I I I I I I I I I Page 1 of 1 SHORT REPORT General -In ko-f-h4trEn'.17 1," Analyst Greg Agency or Co. Endo Engineering Date Performed 812012004 Time Period AM Peak Hour Intersection Jefferson Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project n J EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes I 1 0 1 2 1 1 2 0 2 2 1 Lane group L TR L T R L TR L T R Volume (v ph) 15 3 2 49 3 302 2 116 24 528 2 125 5 27 % Heavy veh 8 8 8 1 8 8 1 8 8 8 8 8 8 8 8 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .1.00 1.00 0 0 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 - 0 2021 0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2 - 0 2.0 2 - 0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3 .0 3.0 3.0 3 _0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 1.2.0 12.0 12.0 12.0 12.0 12.0 1 9 12.0 1 12.0 12.0 Parking/Grade/Parking N 0 N. N 0 N N 0 N N 0 N Parking/hr I Bus stops/hr 0 0 0 0 0 0 0 0 0 0 E3 JO Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 . 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 5.0 G= 6.0 G= G G= 24.0 G= 9.0 G G= Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Analysis (hrs) 1.00 g�Len th C = 60.0 Lane,Group- 7tpddity; &o--htrol EB WB NB SB Adj. flow rate 15 5 49 3 302 2 140 528 125 27 Lane group cap. 139 165 139 334 1171 668 489 1297 501 698 v/c ratio 0.11 0.03 0.36 0.01 0.26 0.00 0.29 0.41 0.25 0.04 Green ratio 0.08 0.10 0.08 0.10 0.78 0.40 0.15 0.40 0.15 0.47 Unif. delay dl 25.4 24.4 26.0 24.3 1.8 10.8 22.6 12.9 22.5 8.7 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.3 0.1 1.5 0.0 0.1 0.0 0.3 0.2 0.3 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 11.000 1.000 1.000 Control delay 25.8 24.4 27.5 24.3 1.9 10.8 23.0 13.1 22.8 8.7 Lane group LOS C C C C A B C B C A Apprch. delay 25.4 5.6 22.8 14.7 Approach LOS C A C B Intersec. delay 13.2 Intersection LOS B HCS2000TM Copyright Q 2000 University of Florida, All Rights Reserved Version 4.1 IShort Report Page I of I SHORT REPORT ne Analyst Greg Agency or Co. Endo Engineering Date Performed 812012004 Time Period PM Peak Hour Intersection Jefferson Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project Wlbi6 d 7im E B WB NB S B LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 2 1 1 2 0 2 2 1 Lane group - L TR L T R L TR L T R Volume (vph)., 19 6 3 45 6 693 0 235 50 565 243 8 % Heavy veh 8 8 8 8 8 8 8 8 8 8 1 8 8 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0' Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 1 1 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 1 1 3.0 3.0 1 3.0 3.0 1 3.01 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 5.0 G= 10.0 G= G= G= 18.0 G= .11.0 G= G= Timing Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Analysis (hrs) = 1.00 C cle Len th C = 60.0 Lai`n� EB WB NB SB Adj. flow rate 19 9 45 6 693 0 285 565 243 8 Lane group cap. 139 279 139 557 1171 501 597 973 613 847 v/c ratio 0.14 0.03 0.32 0.01 0.59 0.00 0.48 0.58 0.40 0.01 Green ratio 0.08 0.17 0.08 0.17 0.78 0.30 0.18 0.30 0.18 0.57 Unif. delay dl 25.5 20.9 25.9 20.9 2.6 14.7 21.9 17.8 21.6 5.7 Delay factor k 0.11 0.11 0.11 0.11 0.18 0.11 0.11 0.17 0.11 0.11 Increm. delay d2 0.5 0.0 1.4 0;0 0.8 0.0 0.6 0.9 0.4 0.0 PF factor 1.000 1.060 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.9 21.0 27.3. 20.9 3.4 14.7 22.5 18.7 22.0 5.7 Lane group LOS C C C C A B C B C A Apprch. delay 24.4 5.0 22.5 19.5 Approach LOS C A C B Intersec. delay 14.3 Intersection LOS B HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 d I 11 I 11 I I I I I I I I I I I I I I I SHORT REPORT 'Site 7Jijj6jM 1on Analyst Intersection Agency or Co. Endo Engineering Date Performed 812012004 Jurisdiction Time Period AM Peak Hour Jefferson Street @ Avenue 54 Area Type All other areas La Quinta Analysis Year Year 2008 W1 Project ;Volume -ja- nd*-,,TimiA ,:In 5u-il,", -1'I A= EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 2 1 1 2 0 2 2 Lane group L TR L - T R L TP L T R Volume (v ph) 15 3 2 49 3 410 2 116 24 565 125 27 % Heavy veh 8 8 8 8 8 8 8-1 8 1 8- 8 1 8 8 P H F 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1 1.00 1.00 '1-00 1 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 70- 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 -2.0 2.0 Arrival type 3 3 3 3 3 3 3 .3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 1 0 0 0 0 Unit Extension 3.0 ::30::] 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 5.0 G= 10.0 G= G= G= 20.0 G= 9.0 G= G= Timing Y= 4 Y= 4 Y= Y= IY= 4 Y= 4 Y= Y= Duration of Analysis (hrs) = 1.00 Cycle Length C 60.0 Lane Group Capacwty Control - iG By,�and!LOS.Determination;y ,, r 4 q , Ao 4 r 7- EB WB NB S B Adj. flow rate 15 5 49 3 410 2 140 565 125 27 Lane group cap. 139 276 139 557 1171 557 489 1081 501 797 v/c ratio 0.11 0.02 0.35 0.01 0.35 0.00 0.29 0.52 0.25 0.03 Green ratio 0.08 0.17 0.08 0.17. 0.78 0.33 0.15 0.33 0.15 0,53 Unif. delay dl 25.4 20.9 26.0 20.9 1,9 13.3 22.6 16.1 22.5 6.7 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.13 10.11 0.11 1 Increm. delay d2 0.3 0.0 1.5 0.0 0.2 0.0 0.3 0.5 1 0,3. 0.0 PF factor 1.000 1.000 1.000 11.000 1.000 1.000 1,000 1.000 11.000 1.000 Control delay 25.8 20.9 27.5 20.9 2.1 13.4 23.0 16.6 22.8 6.7 Lane group LOS C C C C A B C B C A Apprch. delay 24.6 4.9 22.8 17.3 Approach LOS C A C B Intersec. delay 13.7 Intersection LOS B HCS2000TM Copyright Q 2000 University of Florida, All Rights Reserved Version 4. 1 d iShort Report Page 1 of 1 SHORT REPORT Gene�al�lnformatioii "= ;�E`,,<:�.Y,,.., rs�= �"'•�° : #� � " °�""` Site lnformafion.`'�;'�?�'�.. '�� 1T:, , Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 812012004 Jurisdiction Time Period PM Peak Hour Jefferson Street @ Avenue 54 Area Type All other areas La Quinta Analysis Year Year 2008 W/ Project Volume:andrTimui :ln ut- , EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 2 1 1 2 0 2 2 1 Lane group L TR L T R L TR L T R Volume (v ph) 19 6 3 45 6 763 0 235 50 685 243 8 % Heavy veh 8 8 8 8 8 8 8 8 8 8 1 8 8 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 1 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 0 0 0 1 0 1 0 1 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 5.0 G= 10.0 G= G= G= 20.0 G= 9.0 G= G= Y= 4 Y= 4 Y= Y= Y= 4 Y= 4 Y= Y= Duration of Analysis hrs = 1.00 C cle Len th C = 60.0 L e;G[oup Capacity, Control Delay, and• LOS- Determinationy�m�`��- �.�,,�' '`' �'��`� ` ^''� `Y'�" EB WB NB SIB Adj. flow rate 19 9 45 .6 763 0 285 685 243 8 Lane group cap. 139 279 139 557 1171 557 488 1081 501 797 v/c ratio 0.14 0.03 0.32 0.01 0.65 0.00 0.58 0.63 0.49 0.01 Green ratio 0.08 0.17 0.08 0.17 0.78 0.33 0.15 0.33 1 0.15 0.53 Unif. delay d1 25.5 20.9 25.9 20.9 2.9 13.3 23.8 16.9 23.4 6.6 Delay factor k 0.11 0.11 0.11 0.11 0.23 0.11 0.18 0.21 0.11 0.11 Increm. delay d2 0.5 0.0 1.4 0.0 1.3 0.0 1.8 1.2 0.7 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.9 21.0 27.3 20.9 4.2 13.3 25.6 18.1 24.1 6.6 Lane group LOS C C C C A B C B C A Apprch. delay 24.4 5:6 25.6 19.6 Approach LOS C A C B Intersec. delay 15.0 Intersection LOS B HCS2000TM Copyright m 2000 University of Florida, All Rights Reserved Version 4.1d IShort Report Page I of I SHORT REPORT Q n e ir a I I r o r m a fi 6 -n; i; --i - ae- Information-•. Analyst Agency or Co. Endo Engineering Date Performed 812012004 Time Period AM Peak Hour Intersection Madison Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project iv Old mi"i*nd,,Tiafi4�IhV6t,�-.-,"�'. a EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 0 1 0 1 0 1 0 0 0 Lane group T R LT L R Volume (v ph) 105 434 47 108 249 29. % Heavy veh 8 8 1 8 8 8 8 1 1 PHF 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12'0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 1 0 0 1 0 1 0 Unit Extension 3.0 3.0 3.0 3-0 3-0 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 16.0 G G= G G= 36.0 G G= G Y= 4 Y= Y= Y= Y= 4 Y= Y= Y Duration of Analysis hrs = 1.00 Cycle Length C = 60.0 ,16hir 4- i n 40 - I - " 4i"t, w EB WB NB SB Adj. flow rate 105 434 155 249 29 Lane group cap. 891 1495 418 1003 1495 v/c ratio 0.12 0.29 0.37 0.25 0.02 Green ratio 0.27 1.00 1 0.27 0.60 1 1.00 Unif. delay d1 16.7 0.0 17.9 5.6 0.0 Delay factor k 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.1 0.6 0.1 0.0 PF factor 1.000 0.950 1.000 1.000 0.950 Control delay 16.7 0.1 18,5 5.8 0.0 Lane group LOS B - A B A A Apprch. delay 3.3 18.5 5.2 Approach LOS A B A lIntersec. delay 6.3 Intersection LOS A HCS200OTM Copyright 0 2000 University of Florida, All Rights Reserved Version 4. 1 d IShort Report Page 1 of 1 1 1 1 SHORT REPORT +e^..i -M ...,_..._ - �p,�..„y. `�_ t�, `H.:1:>`s� ..�..� - YY"'.+� --y'y '-�• General.lnfomiat�on F- • _ ^r},, , , av=+sr.� -^ ;},i. -,r Site Information y �`'� 7 °Z Analyst Greg Agency or Co. Endo Engineering Date Performed 812012004 Time Period PM Peak Hour Intersection Madison Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project 1V60me anii3Timm aln ut.a . �..._ ..�_, ,�.r�r�"�s �•u.,�.� . #.�;.a�r s. � *:, �;,."�n Y- �;c-,�: =,� � _.f,.• ,. EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 0 1 0 1 0 1 0 0 0 Lane group T R LT L R Volume (v ph) 203 379 8 182 511 37 % Heavy veh 1 8 8 1 8 8 8 8 P H F 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N N Parking /hr Bus stops /hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 16.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs 1 00 t C c e Len h C 60.0 Lan G oup Capac ty,fConttol Dela , and,LOS D`etermination.,, wr ;`� .: 1a"�i A EB WB NB S Adj. flow rate 203 379 190 511 37 Lane group cap. 891 1495 463 1003 1495 v/c ratio 0.23 0.25 0.41 0.51 0.02 Green ratio 0.27 1.00 0.27 0.60 1.00 Unif. delay d1 17.2 0.0 18.1 6.9 0.0 Delay factor k 0.11 0.11 0.11 0.12 0.11 Increm. delay d2 0.1 0.1 0.6 0.4 0.0 PF factor 1.000 0.950 1.000 1.000 0.950 Control delay 17.3 0.1 18.7 7.4 0.0 Lane group LOS B A B A A Apprch. delay 6.1 18.7 6.9 Approach LOS A B A Intersec. delay 8.2 Intersection LOS A HCS2000TM Copyright 02000 University of Florida, All Rights Reserved Version 4.Id IShort Report I I I I I I I I I I I I I I I 1� I I Page I of 1 SHORT REPORT VffiNnfoMailW, Analyst Agency or Co. Endo Engineering Date Performed 812012004 Time Period AM Peak Hour Intersection Madison Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 W1 Project r-7 � - �'-" 5. - 77�z- E B WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 0 1 0 1 0 1 0 0 0 Lane group T R LT L R Volume (v ph) 129 446 52 181 1 285 32 % Heavy veh 8 8 8 8 8 1 8 1 P H F 1.00 1.00 11.00. 1.00 1.00 1.00 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 1 3 1 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N_ N 0 N N N Parking/hr I Bus stops/hr 0 0 0 1' 0 0 Unit Extension 3.0 3.0 3.0 1 3.0 3.0 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 19.0 G= G= G= G= 33.0 G= G= G Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs 1 00 Cycle Length C 60.0, Control b e i "rCn iii S-A EB WB NB SB Adj. flow rate 129 446 233 285 32 Lane group cap. 1059 1495 508 919 1495 v/c ratio 0.12 0.30 0.46 0.31 0.02 Green ratio 0.32 1.00 0.32 0.55 1.00 Unif. delay dl 14.6 0.0 16.4 7.3 0.0 Delay factor k 0.11 0.11 0.11 1 0.11 0.11 Increm. delay d2 0.1 0.1 0.7 0.2 0.0 PF factor 1.000 0.950 1.000 1.000 0.950 Control delay 14.6 0.1 17.0 7.5 0.0 Lane group LOS B A B A A Apprch. delay 3.4 17.0 6.8 Approach LOS A B A Intersec. delay 7.2 Intersection LOS A HCS2000TM Copyright 02000 University of Florida, All Rights Reserved Version 4.1d IShort Report Page 1 of 1 1 1 1 SHORT REPORT Genera'lilnformation x =, �, _ .- .r" �`"'� 2 . � r � .Site Information � ` Analyst Greg Agency or Co. Endo Engineering Date Performed 812012004 Time Period PM Peak Hour Intersection Madison Street @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 W/ Project 'Wium ndJirnir in ut " -; ., ;,," '31 =:, EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2' 1 0 1 0 1 0 1 0 0 0 Lane group T R LT L R Volume (v ph) 283 419 13 229 534 43 % Heavy veh 8 8. 8 8 1 8 8 P H F 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 P.ed /Bike /RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N N Parking /hr Bus stops /hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 17.0 G= G= G= G= 35.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs 1.00 Cycle Length C 60.0 Lane G.roup.Capacity, Control Delay,,andLO$ D °etermination. �,. _ s ; x - , :Y t, +µY �a `�'� .� EB WB NB SB Adj. flow rate 283 419 242 534 43 Lane group cap. 947 1495 487 975 1495 v/c ratio 0.30 0.28 0.50 0.55 0.03 Green ratio 0.28 1.00 0.28 0.58 1.00 Unif. delay d1 16.8 0.0 17.9 7.7 0.0 Delay factor k 0.11 0.11 0.11 0.15 0.11 Increm. delay d2 0.2 0.1 0.8 0.7 0.0 PF factor 1.000 0.950 11.000 11.000 0.950 Control delay 17.0 0.1 18.7 8.3 0.0 Lane group LOS B A B A A Apprch. delay 6.9 18.7 7.7 Approach LOS A B A Intersec. delay 9.1 Intersection LOS A HCS2000TMt . Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1d IShort Report 1 1 1 1 Page 1 of 1 SHORT REPORT Generalrinformafio ,r ' �t; - Site Information'" Analyst Greg Intersection Agency or Co. Endo Engineering Date Performed 812412004 Time Period AM Peak Hour Monroe St. @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project in In u iVloure andTim ' EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume (v ph) 19 110 12 12 124 41 3 119 15 49 174 30 % Heavy veh 8 8 8 8 8 8 8 8 8 8 8 8 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2,0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= I G= G= 29.0 G= G= G= Y= 4 Y= Y= I Y= IY= 4 Y= Y =. Y= Duration of Analysis hrs = 1.00 Cycle Length C = 60.0 F:. "'Mfa� -�. -+.r Lane�Gro : Ca : acit yRSw ♦ +..7 _..a T ;.� Fl ,t"F` ,.Control Dela ,; and,LOS Determination ;r �, r.� -145; .; EB WB NB SB Adj. flow rate 141 177 137 253 Lane group cap. 639 642 834 779 v/c ratio 0.22 0.28 0.16 0.32 Green ratio 0.38 0.38 0.48 0.48 Unif. delay dl 12.5 12.8 8.7 9,5 Delay factor k 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.2 0.1 0.2 PF factor 1.000 1.000 1.000 1.000 Control delay 12.6 13.0 8.8 9.7 Lane group LOS B B A A Apprch. delay 12.6 13.0 8.8 9,7 Approach LOS B B A A Intersec. delay 10.9 Intersection LOS B HCS2000 M Copyright 02000 University of Florida, All Rights Reserved Version 4.Id Short Report Page 1 of 1 SHORT REPORT ,pn4'r ^.¢.^ -L`$ +-xv `Wr"�deF��'d ^�'i.3 F ice" (¢'+r'`° uM r•` 4'y Gene_ra�.zlnformation,Y,-,,�,�^ . �,��*�'�� ••.r•}Q'�'Bi! .5fs6'STi°' �" A A -r "h: Site�lnformation� *��t' Analyst Intersection Agency or Co. Endo Engineering Date Performed 812412004 Time Period PM Peak Hour Monroe St. @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 No Project EB WB NB SB LT TH RT LT TH RT LT. TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 0 1 0 . 0 1 0 Lane group LTR LTR LTR LTR Volume (v ph) 22 214 3 19 178 97 8 334 14 139 234 28 % Heavy veh 8 8 8 8 8 8 8 8 8 8 8 8 P H F 1.00 11.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Actuated (P/A) -A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension . 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 1 0 0 1 0 0 Lane Width 12.0 1 12.0 1 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 0 0 0 Unit Extension. 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 20.0 G= G= G= G= 32.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis hrs = 1.00 Cycle Len th C'-- 60.0 �� na e�G,ro �Ca acit �. ntr�o D" le a�_ FandLO�SDetermination��`��,� EB WB NB SB Adj. flow rate 239 294 356 1401 Lane group cap. 561 546 926 725 v/c ratio 0.43 0.54 0.38 0.55 Green ratio 0.33 0.33 0.53 0.53 Unif. delay d1 15:5 16.3 8.2 9.3 Delay factor k 0.11 0.14 0.11 0.15 Increm. delay d2 0.5 1.1 0.3 0.9 PF factor 1.000 1.000 1.000 1.000 Control delay 16.1 17.3 8.5 10.2 Lane group LOS B B A B Apprch. delay 16.1 17.3 8.5 10.2 Approach LOS B B A B Intersec. delay 12.4 Intersection LOS B HCS2000TM Copyright 02000 University of Florida, All Rights Reserved Version 4.1d IShort Report I I I I I I I I I I I I I I I i1 I I Page I of 1 SHO RT RE PORT nera rmtmonl., I rn ionf, Site .77 7 571 --k Analyst Intersection Agency or Co. Endo Engineering Date Performed 812412004 Time Period AM Peak Hour Monroe St. @ Avenue 54 Area Type All other areas Jurisdiction La Quinta Analysis Year Year 2008 W1 Project Vq- lum-ei-a-nd °ti&-66 -11ii'lliu*11 1 yk EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Lane group L TR L TR L TR LTR Volume (v ph) 52 118 12 12 126 4 J1 3 119 15 49 174 42 % Heavy veh 8 8 8 8 8 8 8 8 8 8 8 8 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A .1.00 - A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 1 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 25.0 G= G= G= G= 27.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Anal ys� hr s = 1.00 Cycle Length C = 60.0 bltroFDela ,46d WE 68-beem inAt on EB WB NB SIB Adj. flow rate 182 ' 82 179 137 265 Lane group cap. 645 645 697 776 723 v/c ratio 0. 28 0.28 0.26 0.18 0.37 Green ratio 0.42 1 0.42 0.45 10.45 Unif. delay dl 11.6 11.4 9.9 110.9 Delay factor k 10.11 0.11 0.11 10.11 Increm. delay d2 0.2 0.2 0.1 0.3 PF factor 1.000 1.000 1.000 1.000 Control delay 11.8 11.6 10.0 11.2 Lane group LOS B B A B Apprch. delay 11.8 11.6 10.0 11.2 Approach LOS B B A B Intersec. delay 11.2 Intersection LOS B HCS2000TM Copyright @2000 University of Florida, All Rights Reserved Version 4.1d Short Report Page 1 of 1 Unit Extension ■�§ SHORT REPORT 3.0 3.0 w � �..�,r .y r Genecaflln ' formation_ Site`Information Analyst Agency or Co. Date Performed Time Period Endo Engineering 812412004 PM Peak Hour 3.0 Intersection Area Type Jurisdiction Analysis Year Monroe St. @ Avenue 54 All other areas La Quinta Year 2008 W / Project 0 Volume±and'Ti.min '•In utw 0 0 0 E W NB 0 S LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes ■MMI 0 1 0 0 1 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume (v ph) 44 220 3 19 187 97 8 334 14 139 234 65 % Heavy veh 8 8 8 8 8 8 8 8 8 8 8 8 P H F 1.00 11.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type 3 1 3 3 3 Unit Extension ■�§ 3.0 3.0 3.0 3.0 Ped /Bike /RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking /Grade /Parking ■MMI N 0 N N 0 N N 0 N N 0 N Parking /hr Bus stops /hr 0 Unit Extension 3.0 Phasing EW Perm 02 03 Timing G= 20.0 G= G= Y= 4 Y= Y= Duration of Analvsis (hrs) = 1.00 Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay Im '® In Im 10 Im Im I n I� 10 WB 303 546 0.55 0.33 16.4 0.15 1.3 1.000 17.6 B 17.6 B lCycle Le etermination` NB 356 925 0.38 0.53 8.2 0.11 0.3 1.000 8.5 A 8.5 A Intersection LOS ■ ■�§ ■ ■MMI ■ ■ HCS2000 " " C:opynght m 2000 University of Florida, All Rights Reserved Version 4.Id Appendix C TRAFFIC SIGNAL WARRANTS 2003 Edition Figure 4C -3. Warrant 3, Peak Hour 2 OR MORE LANES & 1 LANE ■ ■ ■� ■ o a r._ ■ ' „ ■ ■ ■ ■ ■ ■■� ■►� =ate ■■ ■■ ■■■ ■■■ ■ ■■■ Page 4C -7 `150 '100 - - -- ivvv I vv icvv i.wv i-rvv 1avv IvvV 1 /Vv 18VV MAJOR STREET —TOTAL OF BOTH APPROACHES- VEHICLES PER HOUR •(VPH) 'Note: 150 vph applies as the lower threshold volume for a minor - street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor - street approach with one lane. Figure 4C -4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km /h OR ABOVE 40 mph ON MAJOR STREET) a U 400 wO w¢ W a 300 . U)Q a:w Z � 200 _ J 100 W 2 C7 2 2 OR MORE LANES & 2 OR MORE LANES — 2 OR MORE LANES & 1 LANE /1 LANE & 1 LANE *100 '75 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET —TOTAL OF BOTH APPROACHES VEHICLES PER HOUR (VPH) `Note: 100 vph applies as the lower threshold volume for a.minor- street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor- street approach with one lane. November 2003 Sect. 4C.06 Peak Hour Volume Warrant Intersection:. Jefferson Street @ Avenue 54 Major Approach: 2+ Lanes Minor Approach: 2.+ Lanes Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr, Existing 2008 Ambient 2008+ Project Northbound 122 142 142 246 285 285 Southbound 506 681 717 625 817 936 Westbound 251 354 463 526 743 813 Meets 1 -Hr. Warrant I No Yes Yes Yes Yes Yes Intersection: Madison Street @ Avenue 54 Major Approach: 2+ Lanes Minor Approach: 2+ Lanes Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ Project Eastbound 382 539 575 412 582 702 Westbound 110 156 234 134 1.90 242 Northbound 197 278 317 388. 548 577 Meets 1 -Hr. Warrant No Yes Yes Yes Yes Yes Intersection: Monroe Street @ Avenue 54 Major Approach: 1 Lane Minor Approach: 1 Lane Rural Warrants Approach AM Pk Hr Existing 20.08 Ambient •2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ Project Northbound 97 137 137 252 356 356 Southbound 180 254 265 284 401 438 Westbound 125. 176 179 209 295 304 Meets 1 -Hr. Warrant No No No Yes Yes Yes Intersection: Madison Street @ Avenue 58 Major Approach: 2+ Lanes Minor Approach: 2+ Lanes ^ Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ Project Northbound 29 41 43 146 206 215 Southbound 161 227 235 142 200 206 Westbound 67 95 95 75 106 106 Meets 1 -Hr. Warrant No No No No No No Page 1 Peak Hour Volume Warrant Intersection: West Site Access @ . Avenue 54 Major Approach: 1 Lane Minor Approach: 1 Lane Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ Project Eastbound 100 141 168 170 239 325 Westbound 112 158 210 152 214 261 Northbound 1 0 0 42 0 0 27 Meets 1 -Hr. Warrant No No No No No No .Intersection: East Site Access @ Avenue 54 Major. Approach: 1 Lane Minor Approach: 1 Lane Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ . Project Eastbound 100 .141 171 170 239 301 Westbound 112 158 172 152 214 260 Northbound 0 0 75 0 0 49 Meets 1 -Hr. Warrant No No No No No No Intersection: Main Site Access @ Madison Street Major Approach: 2+ Lanes Minor Approach: 1 Lane Rural Warrants Approach AM Pk Hr Existing 2008 Ambient 2008+ Project PM Pk Hr Existing 2008 Ambient 2008+ Project Northbound 166 234 239 388 111 158 Southbound 319 451 467 215 93 141 East/Westbound 1.1 15 50 14 19 32 Meets 1 -Hr. Warrant No No No No No' No Page 2 Appendix D TRAFFIC GLOSSARY Appendix D - Traffic Glossary AASHTO -- American Association of State Highway and Transportation Officials. Access point -- An intersection, driveway, or opening on the right -hand side of a roadway. An entry on the opposite side of a roadway or a median opening also can be ' considered as an access point if it is expected to influence traffic flow. significantly in the direction of interest. All -way stop controlled -- An intersection with stop signs at all approaches: The ' driver's decision to proceed is based on the rules of the road (e.g., the driver on the right has the right -of -way) and also on the traffic conditions of the other approaches. Annual Average Daily Traffic (AADT) -- The total volume passing a point or segment of a highway facility in both directions for one year divided by the number of days in the year. ' Average Daily Traffic (ADT) - The total volume passing a point or segment 'of a highway facility in both directions on an average day during a specified interval (which can be the peak month or weekdays etc.). Approach'-- A set of lanes accommodating all left -turn, through, and right -turn movements arriving at an intersection from a given direction. Arterial -- Signalized streets that serve primarily through traffic and provide access to abutting properties as a secondary function, having signal spacing of 2 miles or less and ' turn movements at intersections that usually do not exceed 20 percent of total traffic. Average approach delay -- Average stopped -time delay at a signalized intersection plus average time lost because of deceleration to and acceleration from a stop, generally estimated as 1.3 times the average stopped time delay. Average control delay -- the total time vehicles are stopped in an intersection approach ' during a specified time interval divided by the volume departing from the approach during the same time period. It does not include queue follow -up time (i.e. the time required for the vehicle to travel from the last -in -queue position to the first -in -queue position). ' Average stopped -time delay -- The total time vehicles are stopped in an intersection approach or lane group during a specified time interval divided by the volume departing from the approach or lane group during the same time period, in seconds per vehicle. ' Average total delay -- The total additional travel time experienced by drivers, passengers, or pedestrians as a result of control measures and. interaction with other users of the facility divided by the volume departing from the corresponding cross section of the facility. AWSC intersection -- an all -way stop - controlled intersection (which can be a three- ' way stop if the intersection has only three legs or a four -way stop if 'the intersection has four legs). ' Bike lane -- A portion of a roadway that has been designated by striping, signing, and. pavement markings for the preferential or exclusive use of bicycles. Bike path -- A bikeway physically separated from motorized traffic by an open space or ' barrier, either within the highway right -of -way or within an. independent right -of -way. ' Bikeway -- Any road, path, or way that in some manner is specifically designated as being open to bicycle travel, regardless of whether such facilities are designated for the exclusive use of bicyclists or are to be shared with other vehicles. ' Capacity -- The maximum rate of flow at which persons or vehicles can be reasonable expected to traverse a point or uniform segment of a lane or roadway .during a specified time period under prevailing roadway, traffic, and control conditions, usually expressed as ' vehicles per hour or persons per hour. Clearance lost time -- The minimum possible time interval between the departure of one ' bus from a bus berth and the entrance of another. Clearance time -- The time, in seconds, between signal phases during which an ■ intersection is not used by any traffic. Conflicting approach -- The approach at approximately 90 degrees to the subject approach at an all -way stop - controlled (AWSC) intersection. Conflicting traffic volume -- The volume of traffic that conflicts with a specific . . movement at an unsignalized intersection. Control delay -- The component of delay that results when a control signal causes a lane group to reduce speed or to stop; it is measured by comparison with the uncontrolled condition. CMP -- Congestion Management Program, designed to ensure that a balanced transportation system is developed which relates population growth, traffic growth and land use decisions to transportation system level of service performance standards to help reduce traffic congestion and improve air quality. Constrained operation -- An operating conditions in a weaving area in which, because of geometric constraints, weaving vehicles are unable to occupy as large a portion of available lanes as required to achieve balanced operation. ' Critical gap -- The minimum time interval between vehicles in a major traffic stream that permits side - street vehicles in a stop - controlled approach to enter the intersection under prevailing traffic and roadway conditions, in seconds. Critical lane group -- The lane groups that have the highest flow ratio for a given signal phase. ' Critical volume -to- capacity ratio -- The proportion of available intersection capacity used by vehicles in critical lane groups. ' Cycle -- Any complete sequence of signal indications. Cycle length -- The total time for a signal to complete one cycle. Deceleration lane -- A paved auxiliary lane, including tapered areas, allowing vehicles leaving the through- traffic lane of the roadway to decelerate. ' Delay -- Additional travel time experienced by a driver, passenger, or pedestrian beyond what would reasonably be desired for a given trip. Demand volume -- The traffic volume expected to desire service past a point or segment ' of the highway system at some future time, or the traffic currently arriving or desiring service past such a point, usually expressed as vehicles per hour. ' Effective green time -- The time allocated for. a given traffic movement (green plus yellow) at a signalized intersection less the start-up and clearance lost times for the movement. Exclusive turn lane -- A designated left- or right -turn lane or lanes used only by vehicles making those turns. Expressway -- An arterial which increases vehicular capacity by reducing at -grade access and increased signal spacing. Flared approach -- A shared right -turn lane that allows right- turning vehicles to complete their movement while other vehicles are occupying the lane. FHWA -- Federal Highway Administration. Free flow speed -- (1) The theoretical speed of traffic when density is zero, that is, when no vehicles are present; (2) the average speed of vehicles over an arterial segment.not close to signalized intersections under conditions of low volume. Gap. acceptance -- The process by which a minor - street vehicle accepts an available gap to maneuver. Green time -- The actual length of the green. indication for a given movement at a signalized intersection. HCM -- Highway Capacity Manual. HCS -- Highway Capacity Software implementing the Highway Capacity Manual ' procedures. Ideal conditions -- Characteristics for a given type of facility that are assumed to be the ' best possible from the point of view of capacity, that is, characteristics that if further improved would not result increased capacity. ' Intersection delay -. The total additional travel time experienced by drivers, passengers, or pedestrians as a result of control measures and interaction with other users of the facility, divided by the volume departing from the corresponding cross section of the facility. ITE -- Institute of Transportation Engineers. ' Level of service (LOS) -- A .qualitative measure describing operational conditions within a traffic stream, generally described in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety. ' Lost time -- Time during which the intersection is not effectively used by any movement; clearance lost time plus start-up lost time. ' Major street -- The street. not controlled by. stop signs at a two -way stop - controlled intersection. r Maximum service flow rate -- The highest 15- minute rate of flow that can be ' accommodated on a highway facility under ideal conditions while maintaining the operating characteristics for a stated level of service, expressed as passenger cars per hour per lane. Minor street -- The street controlled by stop signs at a two -way stop - controlled intersection; also referred to as a side street. Passenger car equivalent -- The number of passenger cars that are displaced by a ' single heavy vehicle of a particular type under prevailing roadway, traffic, and control conditions. ' Peak hour -- The hour during which the greatest number of vehicles are traveling on a. given facility. Peak hour factor -= The hourly volume during the maximum volume hour of the day divided by the peak 15- minute rate of flow within the peak hour; a measure of traffic demand fluctuation within the peak hour. Performance measure -- A quantitative or qualitative characteristic describing the quality of service provided by a transportation facility or service. ' Permitted plus protected -- Compound left -turn protection that displays the :permitted phase before the protected phase. Permitted turns -- Left or right turns at a signalized intersection that are made against an ' opposing or conflicting vehicular or pedestrian flow. Phase -- The part of a signal cycle allocated to any combination of traffic 'movements ' receiving the right -of -way simultaneously during one or more intervals. Planning analysis -- A use of capacity analysis procedures to estimate the number of lanes required by a facility in order to provide for a specified level of service based on ' approximate and general planning data in the early stages of project development.. Platoon -- A group of vehicles or pedestrians traveling together as a group, either voluntarily or involuntarily because of signal control, geometrics, or other factors. Protected turns -- Left or right turns at a signalized intersection made with no opposing or conflicting vehicular or pedestrian flow. Queue -- A line of vehicles or persons waiting to be served by the system in which the rate of low from the front of the queue determines the average speed within the queue. ' Slowly moving vehicles or people joining the rear of the queue are usually considered a part of the queue. The internal queue dynamics . may involve a series of starts and stops. A faster - moving line of vehicles is often referred to as a moving queue or a platoon. ' RTIP -- Regional Transportation Improvement Program is a list of transportation projects, their costs and projected funding sources, and their anticipated date of completion. RTP -- Regional Transportation Plan is a plan adopted for the region's transit, highways, bicycle programs, commuter and inter -city rail lines. ' Shared lane capacity -- The capacity of a lane at an unsignalize.d intersection that is shared by two or. three movements, in passenger cars per hour.- ' TCM -- Transportation Control Measures. r� TDM -- Transportation Demand Management is a program designed to decrease the demand for peak hour commute and truck travel and increase the use of alternative transportation modes. Traffic Impact Study. A Congestion Management Program (TIS) analysis is required for all large projects. OTotal delay -- The sum of all components of delay for any lane group, including control delay, traffic delay, geometric delay, and incident delay. ' Trip -end -- one end of a trip at either the origin or the destination; i.e. each trip has two trip -ends. TSM -- Transportation Systems Management is a program to facilitate low cost traffic ' flow improvements like coordinating traffic signals, metering freeway ramps and incident management. ' Travel speed -- The average speed, in miles per hour, of a traffic stream computed as the length of a highway segment divided by the average travel time of the vehicles traversing the segment. Travel time -- The average time spent by vehicles traversing a highway segment, including control delay, in seconds per vehicle or minutes per vehicle. Two -way left -turn lane (TWLTL) -- The center lane on a three -lane or multi -lane highway that is used continuously for vehicles turning left in either direction of flow at mid -block locations. 1 Two -way stop - controlled -- The type of traffic control at an intersection where drivers on the minor street or a driver turning left from the major street wait for a gap in the major- street traffic to complete a maneuver. Unconstrained operation -- An operating conditions in a weaving area where ' geometric constraints do not limit the.ability of weaving vehicles to achieve balanced operation. Unsignalized intersection -- Any intersection not controlled by traffic signals. ' V/C ratio -- The ratio of demand flow rate to capacity for a traffic facility. ' Volume -- The number of persons or vehicles passing a point on a lane, roadway,, sidewalk etc. during some time interval, often taken to be one hour, expressed in vehicles. VMT -- Vehicle miles traveled. t