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33588 (2)III Jill a= 335K 9"" • • HYDROLOGY /HYDRAULIC* -S REPORT For Property Located In A Portion of Section 29, TSS., R7E., SBM La Quinta, California CVHC Dune Palms Neighborhood Parcel 4 of Parcel Map No. 33588 August 10, 2007 Prepared for: Coachella Valley Housing Coalition 45 -701 Monroe Street, Suite G Indio, CA 92201 JN: 1786 MSA CONSULTING, INC. PLANN O ■ OrM BxonQa MWCI ■ LAND Suxvwwo ID 34200 Bos Hors DRm • RAxcxo MmAoB ■ CA 92270 'l mmmom (760) 320 -9811 ■ FAx (760) 323 -7893 � Q222�� w < 6 � � `/ � � �� ƒ �� >�) � z x « ��.�� � \«�\ � z � � m' �« R� E §f \�� !� � ���� 9 9/2 �� + / \ � �y &� y � � � � j \O ��� • Table of Contents Introduction...................................................... ..............................1 ExistingConditions ........................................... ..............................1 Flood Control Requirements ............................ ..............................1 Proposed Hydrology and Flood Control Improvements .................1 Run -Off Analysis .............................................. ..............................1 Catch Basin Capacity Calculations .................. ..............................2 Conclusion....................................................... ..............................6 VicinityMap ...................................................... ..............................7 Rational Method Analysis 100 -Year Storm ..........................:............. ............................... 9 10 -Year Storm ........................................... .............................24 Storm Drain Hydraulics Analysis ..................... .............................39 Storm Drain Hydraulic Requirements ..... ............................... 40 100 -Year Analysis HGL at 48. 0 .............. ............................... 41 100 -Year Analysis HGL at Critical Depth .. .............................74 FEMAMaps .................... ............................... ............................114 • Hydrologic Soil Group Classification .............. ............................116 HydrologyMap .......................................... ............................... encl. Storm Drain Improvement Plans .............. ............................... encl. is • Project Description The CVHC Dune Palms Neighborhood project is located at the northwest corner of Avenue 48 and Dune Palms Road in the city of La Quinta, California, and consists of approximately 15 acres to be developed as multi - family housing (see Vicinity Map). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 060709 0005 B, revised August 19, 1991, which shows that the project area lies within Zone X, indicating the area is outside the 500 -year flood plain (see FEMA Map). On -Site: The project site is relatively flat except for a hill approximately 20 feet high on the west side of the site. The overall terrain is gently rolling with numerous highs and lows and generally slopes toward the south and east. In current conditions, storm runoff would be generally characterized as sheet flow, ponding in the various low points and overflowing onto Avenue 48 to the south and Dune Palms Road to the east. The existing soil falls into two hydrologic soil groups, as defined in the 1978 Riverside County Flood Control & Water Conservation District (RCFC) Hydrology Manual, referencing Soil Conservation Service designations. The majority of the site is categorized as Group B, while the area of the hill and its projected ridgeline to the southeast is designated as Group A (see Hydrology Map). Off -Site: Sam's Club to the north and the existing single family homes to the west protect the project site from off -site runoff, except for a portion of Avenue 48 frontage, whose tributary drainage area extends approximately 334 feet beyond the western boundary of the project. • Flood Control Requirements The drainage of this project site falls under the jurisdiction of the City of La Quinta. The project design shall provide for the capture.of all storm runoff generated on -site and in the frontages of Avenue 48 and Dune Palms Road in a 100 -year storm. Runoff from a 10 -year storm shall not overtop curbs and 100 -year runoff shall be confined within the right -of -way and /or public utility and drainage easements, additionally, the 10 -year flow in the arterial street can not flood more than one lane. Pursuant to an agreement with the Coachella Valley Water District (CVWD), storm runoff captured on -site may be conveyed via storm drain pipe to the La Quinta Evacuation Channel east of the project area. Proposed Hydrology and Flood Control Improvements As shown on the Hydrology Map, the proposed design provides for on -site storm runoff to be conveyed in the streets and captured by catch basins. The captured and collected runoff will be carried via an underground storm drain line in Dune Palms Road and Avenue 48 to the La Quinta Evacuation Channel. Run -Off Analysis Peak runoff flows for 10 -year and 100 -year one -hour storms were determined using a Rational Method computer program based on the RCFC Hydrology Manual. The Hydrology Map shows the peak flow rates at each drainage node as determined by the analysis. Catch basin sizing was performed using equations taken from the Federal Highway Administration's Hydraulic Engineering Circular No. 22 (HEC -22) and tabulated street flow • capacities and depths were calculated from Manning's equation. • Catch Basin Capacity Calculations Sump Condition The following catch basin capacity equation is taken from the Federal Highway Administration's Hydraulic Engineering Circular No. 22 (HEC -22) and is used for curb - opening catch basins in sump conditions: (EQ. 4 -28) Q = CW(L + 1.8W) d1.5 where: Q = maximum storm flow in one inlet (cfs) L = length of curb opening (ft) d = depth of flow as measured from normal cross slope (ft) W = lateral width of depression = 4 ft CW = weir coefficient = 2.3 For a 10 -year storm, the maximum allowable flow depth is to top of curb, or 0.50' above normal flowline. Runoff spread behind curb in a 100 -year storm is constrained to the width of the sidewalk, or 5 feet, with a cross slope of 2 %, giving a maximum depth of 0.60' above normal flowline. HEC -22 Equation 4 -28 measures flow depth from an extension of the normal cross slope, so given a 2% normal cross slope and a 0.16' gutter hike in a standard 2' wide gutter, the normal cross slope extension intersects the curb face at 0.16' — 2(2 %) = 0.12' above normal flowline. The maximum allowable flow depths for use in Equation 4 -28 are then d10 = 0.50'— 0.12' = 0.38' and dloo = 0.60'— 0.12' = 0.48'. Catch Basin No. 1 — SUMP • With L = 19': Q1oo -nmwc = CW(L + 1.8W) d1oo1.5 = 2.3[19 + 1.8(4)](0.48)1.5 = 20.0 cfs = Q1oo= 20.0 cfs ✓ Q10 -nowt = C,(L + 1.8W) d101.5 = 2.3[19 + 1.8(4)](0.38)1.5 = 14.1 cfs > Q10= 11.6 cfs ✓ • Catch Basin No. 2 — SUMP With L = 4': Q100-mAx = CW(L + 1.8W) d1001.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q1oo= 5.1 cfs ✓ Q10 -mAx = CA + 1.8W) d101.5 = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 3.0 cfs ✓ Catch Basin No. 3 — SUMP With L = 4': Q1oo -Mwc = C,(L + 1.8W) d1001.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q100= 4.3 cfs ✓ Q10 -mm = CW(L + 1.8W) d101.s = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 2.7 cfs ✓ Catch Basin No. 4 — SUMP With L = 4': Q1oo -Mwc = CA + 1.8W) d1oo1.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q1oo= 6.2 cfs ✓ Q10 -mAx = CW(L + 1.8W) d101.5 = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 3.7 cfs ✓ 2 • Catch Basin Nos. 5 - 7 FHWA's Urban Drainage Design Program. HY -22, based on HEC -22 methodology, is used to size catch basins on grade. Per La Quinta standards, the catch basins have 4" deep local depressions. Also per La Quinta standards, the maximum spread of runoff (T) in an arterial street for a 10 -year storm must leave a clear lane of travel. For this project, on 48`h Avenue the allowable spread is 17.7' and on Dune Palms Road the allowable spread is 33.8' comprised of two travel or turn lanes and one bicycle lane. Peak flows used in the program were taken from the Rational Method Hydrology Map exhibit, and the following results were produced: FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 08/10/2007 Project No. :1786 Project Name.: CVHC - Parcel 4 of Parcel Map No. 33588 Computed by : EAK Inlets on Grade: Curb Opening Inlet • Gutter Flow Eo Gutter Flow Ratio 0.561 d Depth of Flow (ft) 0.28 V Average Velocity (ft /sec) 2.10 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 7.14 L Curb - Opening Length (ft) 10.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 2.100 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data CATCH BASIN No. 5 Composite S Longitudinal Slope 10 -YEAR STORM 0.0058 Sx Pavement Cross Slope (ft /ft) 0.0200 Roadway and Discharge Data 0.0630 n Cross Slope Composite W S Longitudinal Slope (ft /ft) 0.0058 Gutter Depression (inch) Sx Pavement Cross Slope (ft /ft) 0.0200 • Sw n Gutter Cross Slope Manning's Coefficient (ft /ft) 0.0630 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 2.100 T Width of Spread (ft) 9.56 • Gutter Flow Eo Gutter Flow Ratio 0.561 d Depth of Flow (ft) 0.28 V Average Velocity (ft /sec) 2.10 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 7.14 L Curb - Opening Length (ft) 10.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 2.100 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data 3 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0058 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 3.500 T Width of Spread (ft) 11.87 3 0 Gutter Flow Eo Gutter Flow Ratio 0.969 d Depth of Flow (ft) 0.32 V Average Velocity (ft /sec) 2.39 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 9.73 L Curb - Opening Length (ft) 10.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 3.500 Qb By -pass Flow (cfs) 0.000 Use minimum 10' curb opening. CATCH BASIN No. 6 10 -YEAR STORM S Longitudinal Slope (ft /ft) Roadway and Discharge Data Pavement Cross Slope Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0096 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 9.00 Q Discharge (cfs) 5.000 T • Width of Spread (ft) 12.39 Gutter Flow Eo Gutter Flow Ratio 0.996 d Depth of Flow (ft) 0.33 V Average Velocity (ft /sec) 3.08 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 13.41 L Curb- Opening Length (ft) 19.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 5.000 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data Gutter Flow Eo Gutter Flow Ratio 0.366 • d Depth of Flow (ft) 0.39 V Average Velocity (ft /sec) 3.97 4 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0096 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 9.00 Q Discharge (cfs) 8.900 T Width of Spread (ft) 15.28 Gutter Flow Eo Gutter Flow Ratio 0.366 • d Depth of Flow (ft) 0.39 V Average Velocity (ft /sec) 3.97 4 • is 1 Inlet Interception Inlet Type Curb - Opening LT Length for 1008 Inteception (ft) 18.37 L Curb - Opening Length (ft) 19.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 8.400 Qb By -pass Flow (cfs) 0.000 Use minimum 19' curb opening. CATCH BASIN No. 7 10 -YEAR STORM Roadway and Discharge Data Inlet Interception Inlet Type Curb -Open LT Length for 1008 Inteception (ft) 14.48 L Curb- Opening Length (ft) 20.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 4.000 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0114 Sx Pavement Cross Slope (ft /ft) 0.0087 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 4.000 T Width of Spread (ft) 18.22 Q Gutter Flow Eo Gutter Flow Ratio 0.382 d Depth of Flow (ft) 0.27 V Average Velocity (ft /sec) 2.58 Inlet Interception Inlet Type Curb -Open LT Length for 1008 Inteception (ft) 14.48 L Curb- Opening Length (ft) 20.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 4.000 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data Gutter Flow Eo Gutter Flow Ratio 0.304 d Depth of Flow (ft) 0.30 V Average Velocity (ft /sec) 2.87 5 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0114 Sx Pavement Cross Slope (ft /ft) 0.0087 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 6.600 T Width of Spread (ft) 22.46 Gutter Flow Eo Gutter Flow Ratio 0.304 d Depth of Flow (ft) 0.30 V Average Velocity (ft /sec) 2.87 5 • L n LJ Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 20.21 L Curb- Opening Length (ft) 20.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 6.598 Qb By -pass Flow (cfs) 0.002 Use minimum 20' curb opening. Conclusion The foregoing demonstrates that the proposed design provides for safe and adequate conveyance of storm runoff to proposed catch basins, and that the catch basins will provide sufficient capacity to accept the entirety of the runoff for conveyance to the CVWD storm channel. It is therefore concluded that the proposed development of the City of La Quinta Affordable Housing project meets the hydrologic requirements set forth by the City of La Quinta. • • VICINITY MAP 0 z N n Z D '0 of A ASHINGTON STREET 'J�Z ADAMSS1 REET CP 0 co 2 0 = D D D z z m c c m rn c m DUNE PALMS JEFFERSON STREET op • • i RATIONAL METHOD ANALYSIS 100 -YEAR Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/11/07 File:1786100.out ------------------------------------------------------------------------ 1786 100 year storm event ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6091 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -9.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 9.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 671.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 59.100(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.01177 s(percent)= 1.18 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.159 min. Rainfall intensity = 9.039(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.509(CFS) Total initial stream area = 1.090(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + +++ + + + + + + + + + + ++ + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.100(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 36.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.508(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.508(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 8.56(In.) Pipe flow velocity = 11.01(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 12.21 min. 10 Ll • Process from Point /Station 11.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.090(Ac.) Runoff from this stream = 3.508(CFS) Time of concentration = 12.21 min. Rainfall intensity = 9.029(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + ++++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 216.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.01898 s(percent)= 1.90 TC = k(0.980) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.107 min. Rainfall intensity = 4.776(In /Hr) for a 100.0 SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction Initial subarea runoff = 1.582(CFS) Total initial stream area = 0.930(Ac.) Pervious area fraction = 0.800 year storm 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 46.500(Ft.) Downstream point /station elevation = 46.400(Ft.) Pipe length = 32.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.582(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.582(CFS) Normal flow depth in pipe = 8.16(In.) Flow top width inside pipe = 11.20(In.) Critical Depth = 6.40(In.) Pipe flow velocity = 2.79(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 9.30 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.430(Ac.) Runoff from this stream = 1.582(CFS) Time of concentration = 9.30 min. Rainfall intensity = 4.717(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS)' (min) (In /Hr) 11 Results of confluence: Total flow rate = 9.860(CFS) Time of concentration = 12.209 min. Effective stream area after confluence = 1.970(Ac.) +++++++++++++++++++++++++++++++++++++++ ++ + + + +++ + + + + + + ++ + + + + + +++ + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 46.400(Ft.) Downstream point /station elevation = 99.900(Ft.) Pipe length = 192.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.860(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 9.860(CFS) Normal flow depth in pipe = 9.09(In.) Flow top width inside pipe = 15.85(In.) Critical Depth = 10.54(In.) Pipe flow velocity = 5.93(Ft /s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 12.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 4.860(CFS) Time of concentration = 12.61 min. Rainfall intensity = 3.959(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + ++ + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** 1 2 3.508 1.582 12.21 .029 9.30 9.717 4 Largest stream flow has longer time of concentration Qp = 3.508 + sum of Initial area time of concentration = 8.345 min. Qb Ia /Ib CONDOMINIUM subarea type 1.582 0.854 = 1.351 Qp = 9.860 Decimal fraction soil group B = 1.000 Total of 2 main streams to confluence: Flow rates before confluence point: Total initial stream area = 1.950(Ac.) 3.508 1.582 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 9.860(CFS) Time of concentration = 12.209 min. Effective stream area after confluence = 1.970(Ac.) +++++++++++++++++++++++++++++++++++++++ ++ + + + +++ + + + + + + ++ + + + + + +++ + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 46.400(Ft.) Downstream point /station elevation = 99.900(Ft.) Pipe length = 192.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.860(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 9.860(CFS) Normal flow depth in pipe = 9.09(In.) Flow top width inside pipe = 15.85(In.) Critical Depth = 10.54(In.) Pipe flow velocity = 5.93(Ft /s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 12.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 4.860(CFS) Time of concentration = 12.61 min. Rainfall intensity = 3.959(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + ++ + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** 12 Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.01935 s(percent)= 1.93 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.345 min. Rainfall intensity = 5.029(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 • Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.160(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 0.350 12 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.950(Ac.) Runoff from this stream = 6.160(CFS) Time of concentration = 8.39 min. Rainfall intensity = 5.029(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.860 12.61 3.959 2 6.160 8.39 5.029 Largest stream flow has longer or shorter time of concentration Qp = 6.160 + sum of Qa Tb /Ta 9.860 * 0.662 = 3.216 Qp = 9.376 Total of 2 main streams to confluence: Flow rates before confluence point: 9.860 6.160 Area of streams before confluence: 1.970 1.950 Results of confluence: Total flow rate = 9.376(CFS) Time of concentration = 8.395 min. - Effective stream area after confluence 2.920(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 92.700(Ft.) Pipe length = 231.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.376(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 9.376(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 23.90(In.) Critical Depth = 13.13(In.) Pipe flow velocity = 6.79(Ft /s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 8.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 9.376(CFS) Time of concentration = 8.92 min. Rainfall intensity = 9.839(In /Hr) Program is now starting with Main Stream No. 2 13 Process from Point /Station 30.000 to Point /Station 31.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 57.500(Ft.) Bottom (of initial area) elevation = 51.300(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.01550 s(percent)= 1.55 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.353 min. Rainfall intensity = 4.702(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C'= 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.60 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.570(CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.160(Ac.) Runoff from this stream = 4.570(CFS) Time of concentration = 9.35 min. Rainfall intensity = 4.702(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.376 8.92 4.834 2 4.570 9.35 4.702 Largest stream flow has longer or shorter time of concentration Qp = 9.376 + sum of Qa Tb /Ta 4.570 0.953 = 4.357 Qp = 13.734 Total of 2 main streams to confluence: Flow rates before confluence point: 9.376 4.570 Area of streams before confluence: 2.920 1.160 Results of confluence: Total flow rate = 13.734(CFS) Time of concentration = 8.918 min. Effective stream area after confluence = 4.080(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 42.700(Ft.) Downstream point /station elevation = 42.400(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 24.00(In.) - Calculated individual pipe flow 13.734(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 23.60(In.) 14 Critical Depth = 16.01(In.) Pipe flow velocity = 7.11(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.00 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.080(Ac.) Runoff from this stream = 13.734(CFS) Time of concentration = 9.00 min. Rainfall intensity = 4.808(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + ++ + + + + + + + + ++ + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 55.300(Ft.) Bottom (of initial area) elevation = 43.900(Ft.) Difference in elevation = 11.400(Ft.) Slope = 0.08444 s(percent)= 8.44 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.624(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 43.900(Ft.) Downstream point /station elevation = 42.400(Ft.) Pipe length = 147.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.624(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.624(CFS) Normal flow depth in pipe = 5.65(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.50(In.) Pipe flow velocity = 4.47(Ft /s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 5.55 min. 15 +++++++++++++++++++++++++++++++++++++++ + + + ++ + + + + + + + + + + +++ + + + + + + + ++ + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 . Stream flow area = 0.280(Ac.) Runoff from this stream = 1.624(CFS) Time of concentration = 5.55 min. Rainfall intensity = 6.365(In /Hr) 15 Summary of stream data: 0 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.739 9.00 9.808 2 1.629 5.55 6.365 Largest stream flow has longer time of concentration Qp = 13.739 + sum of Qb Ia /Ib 1.624 * 0.755 = 1.227 Qp = 19.961 Total of 2 main streams to confluence: Flow rates before confluence point: 13.739 1.624 Area of streams before confluence: 9.080 0.280 Results of confluence: Total flow rate = 14.961(CFS) Time of concentration = 9.000 min. Effective stream area after confluence = 9.360(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++ Process from Point /Station 92.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 42.400(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.961(CFS) Given pipe size = 29.00(In.) - Calculated individual pipe flow 14.961(CFS) Normal flow depth in pipe = 13.31(In.) Flow top width inside pipe = 23.86(In.) Critical Depth = 16.73(In.) Pipe flow velocity = 8.36(Ft /s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 9.50 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 41.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.360(Ac.) Runoff from this stream = 14.961(CFS) Time of concentration = 9.50 min. Rainfall intensity = 9.660(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** INITIAL AREA EVALUATION * * ** 16 Initial area flow distance = 691.000(Ft.) Top (of initial area) elevation = 61.900(Ft.) Bottom (of initial area) elevation = 57.900(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.173 min. Rainfall intensity = 3.695(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.130 Decimal fraction soil group B = 0.870 16 Decimal fraction soil group C = Decimal fraction soil group D = RI index for soil(AMC 2) = 52. Pervious area fraction = 0.350; Initial subarea runoff = 8. Total initial stream area = Pervious area fraction = 0.350 0.000 0.000 88 Impervious 031(CFS) 2.690(Ac fraction = 0.650 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + ++ + + + + + ++ + + + + + + + +++ + ++ Process from Point /Station 51.000 to Point /Station 52.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 57.900(Ft.) End of street segment elevation = 51.900(Ft.) Length of street segment = 989.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 13.000(Ft.) Slope from gutter to grade break (v /hz) = 0.010 Slope from grade break to crown (v /hz) = 0.010 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.091(CFS) Depth of flow = 0.926(Ft.), Average velocity = 3.278(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.000(Ft.) Flow velocity = 3.28(Ft /s) Travel time = 2.46 min. TC = 16.63 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.779 Decimal fraction soil group A = 0.720 Decimal fraction soil group B = 0.280 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.72 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.367(In /Hr) for a 100.0 year storm Subarea runoff = 11.956(CFS) for 9.560(Ac.) Total runoff = 19.987(CFS) Total area = 7.200(Ac.) Street flow at end of street = 19.987(CFS) Half street flow at end of street = 19.987(CFS) Depth of flow = 0.965(Ft.), Average velocity = 3.773(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 26.000.(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + +++ + + + + + + + + +++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 93.900(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.987(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 19.987(CFS) Normal flow depth in pipe = 12.92(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 19.26(In.) Pipe flow velocity = 12.18(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.68 min. ON +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.200(Ac.) Runoff from this stream = 19.987(CFS) Time of concentration = 16.68 min. Rainfall intensity = 3.361(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + +++ + + + + + + + + + + + ++ Process from Point /Station 70.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 103.000(Ft.) Top (of initial area) elevation = 52.900(Ft.) Bottom (of initial area) elevation = 96.500(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.05728 s(percent)= 5.73 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.807 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 .Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.491(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.350 I* +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.030(Ft.) Downstream point /station elevation = 93.900(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.991(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.991(CFS) Normal flow depth in pipe = 9.37(In.) Flow top width inside pipe = 7.97(In.) Critical Depth = 3.93(In.) Pipe flow velocity = 2.51(Ft /s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 5.85 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.991(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.171(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 19.987 16.68 3.361 2 0.991 5.85 6.171 Largest stream flow has longer time of concentration 18 • Qp = 19.987 + sum of Qb Ia /Ib 0.491 * 0.545 = 0.267 Qp = 20.254 Total of 2 streams to confluence: Flow rates before confluence point: 19.987 0.491 Area of streams before confluence: 7.200 0.090 Results of confluence: Total flow rate = 20.254(CFS) Time of concentration = 16.683 min. Effective stream area after confluence = 7.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + +++ + + + + + + + + + + + ++ Process from Point /Station 61.000 to Point /Station 41.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 43.400(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.254(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 20.254(CFS) Normal flow depth in pipe = 12.63(In.) Flow top width inside pipe = 29.62(In.) Critical Depth = 18.35(In.) Pipe flow velocity = 10.32(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 17.05 min. +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 61.000 to Point /Station 41.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.290(Ac.) Runoff from this stream = 20.254(CFS) Time of concentration = 17.05 min. Rainfall intensity = 3.319(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 40.000 to Point /Station 41.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 282.000(Ft.) Top (of initial area) elevation = 53.600(Ft.) Bottom (of initial area) elevation = 51.400(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00780 s(percent)= 0.78 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.330 min. Rainfall intensity = 4.709(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.797 Decimal fraction soil group A = 0.800 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 36.80 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.066(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.350 19 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.350(Ac.) Runoff from this stream = 5.066(CFS) Time of concentration = 9.33 min. Rainfall intensity = 4.709(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 19.961 9.50 9.660 2 20.259 17.05 3.319 3 5.066 9.33 4.709 Largest stream flow has longer time of concentration QP = 20.259 + sum of Qb Ia /Ib 14.961 * 0.712 = 10.654 Qb Ia /Ib 5.066 * 0.705 = 3.571 QP = 34.979 Total of 3 main streams to confluence: Flow rates before confluence point: 19.961 20.254 5.066 Area of streams before confluence: 9.360 7.290 1.350 Results of confluence: Total flow rate = 34.979(CFS) Time of concentration = 17.055 min. Effective stream area after confluence = 13.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 39.300(Ft.) Downstream point /station elevation = 37.000(Ft.) Pipe length = 203.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.479(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 39.479(CFS) Normal flow depth in pipe = 17.70(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 22.89(In.) Pipe flow velocity = 9.97(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 17.39 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.000(Ac.) Runoff from this stream = 39.979(CFS) Time of concentration = 17.39 min. Rainfall intensity = 3.281(In /Hr) Program is now starting with Main Stream No. 2 20 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 0 Process from Point /Station 98.000 to Point /Station 99.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 902.000(Ft.) Top (of initial area) elevation = 52.100(Ft.) Bottom (of initial area) elevation = 46.770(Ft. Difference in elevation = 5.330(Ft.) Slope = 0.00591 s(percent)= 0.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.732 min. Rainfall intensity = 3.932(In /Hr) for a 100 COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 99.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 8.443(CFS) Total initial stream area = 2.460(Ac Pervious area fraction = 0.100 0 year storm fraction = 0.900 ++++++++++.+++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + +++ + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.400(Ft.) Downstream point /station elevation = 36.800(Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.443(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.443(CFS) Normal flow depth in pipe = 6.96(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 13.50(In.) Pipe flow velocity = 13.38(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.88 min. +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + + + + + + + + + + + + ++ + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 8.443(CFS) Time of concentration = 12.88 min. Rainfall intensity = 3.906(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + ++ + + + + + + + ++++ Process from Point /Station 80.000 to Point /Station 81.000 * * ** INITIAL AREA EVALUATION * * ** 21 Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 54.800(Ft.) Bottom (of initial area) elevation = 47.400(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0.00925 s(percent)= 0.92 TC = k(0.300) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.095 min. Rainfall intensity = 4.259(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.040 Decimal fraction soil group B = 0.960 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 21 RI index for soil(AMC 2) = 55.04 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.294(CFS) Total initial stream area = 1.410(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 47.440(Ft.) 1 34.479 End of street segment elevation = 45.000(Ft.) 3.281 Length of street segment = 194.000(Ft.) 2 8.443 Height of curb above gutter flowline = 6.0(In.) 3.906 Width of half street (curb to crown) = 46.000(Ft.) 3 6.583 Distance from crown to crossfall grade break = 21.000(Ft.) 4.036 Slope from gutter to grade break (v /hz) = 0.020 Largest stream Slope from grade break to crown (v /hz) = 0.020 time of concentration Street flow is on [1] side(s) of the street Qp = 34.479 Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Qb Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) 8.443 * Manning's N in gutter = 0.0150 7.092 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.964(CFS) Depth of flow = 0.389(Ft.), Average velocity = 3.010(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.658(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 1.07 min. TC = 12.17 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.036(In /Hr) for a 100.0 year storm Subarea runoff = 1.289(CFS) for 0.370(Ac.) Total runoff = 6.583(CFS) Total area = 1.780(Ac.) Street flow at end of street = 6.583(CFS) Half street flow at end of street = 6.583(CFS) Depth of flow = 0.400(Ft.), Average velocity = 3.082(Ft /s) Flow width (from curb towards crown)= 14.212(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + + ++ + + ++ + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.780(Ac.) Runoff from this stream = 6.583(CFS) Time of concentration = 12.17 min. Rainfall intensity = 4.036(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 22 1 34.479 17.39 3.281 2 8.443 12.88 3.906 3 6.583 12.17 4.036 Largest stream flow has longer time of concentration Qp = 34.479 + sum of Qb Ia /Ib 8.443 * 0.840 = 7.092 22 Qb I 0.81 6.583 * 0.813 = 5.351 Qp = 96.922 Total of 3 main streams to confluence: Flow rates before confluence point: 39.979 8.993 6.583 Area of streams before confluence: 13.000 2.960 1.780 Results of confluence: Total flow rate = 96.922(CFS) Time of concentration = 17.399 min. Effective stream area after confluence = 17.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + ++ + + + + + + + ++ + + + + + + + +++ + + + + + ++ Process from Point /Station 82.000 to Point /Station 100.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 36.800(Ft.) Downstream point /station elevation = 39.900(Ft.) Pipe length = 583.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 96.922(CFS) Given pipe size = 29.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.368(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.268(Ft.) Minor friction loss = 0.000(Ft.) K- factor = 0.00 Pipe flow velocity = 7.97(Ft /s) Travel time through pipe = 1.30 min. Time of concentration (TC) = 18.70 min. End of computations, total study area = 17.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 96.9 23 • C RATIONAL METHOD ANALYSIS 10 -YEAR 24 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/11/07 File:178610.out ------------------------------------------------------------------------ 1786 10 YEAR STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------------7-------------------- Program License Serial Number 6091 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -9.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 9.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) • Slope of intensity duration curve = 0.5800 Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 671.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 59.100(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.01177 s(percent)= 1.18 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.159 min. Rainfall intensity = 2.979(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.806 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.075(CFS) Total initial stream area = 1.090(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.100(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 36.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.075(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.075(CFS) Normal flow depth in pipe = 3.28(In.) 25 Flow top width inside pipe = 13.89(In.) Critical Depth = 6.51(In.) Pipe flow velocity = 9.99(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.22 min. +++++++++++++++++++++++++++++++++++++++ + + ++ ++ + + + + + + + + + + + + + ++ + ++ + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.090(Ac.) Runoff from this stream = 2.075(CFS) Time of concentration = 12.22 min. Rainfall intensity = 2.967(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + +++ + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 216.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.01898 s(percent)= 1.90 TC = k(0.980) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.107 min. Rainfall intensity = 2.925(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.710 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 0.893(CFS) i Total initial stream area = 0.930(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 96.500(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 32.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.893(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.893(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.75(In.) Pipe flow velocity = 2.99(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + + ++ + + + + + + + + + + ++ + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 0.893(CFS) Time of concentration = 9.33 min. Rainfall intensity = 2.889(In /Hr) Summary of stream data: 26 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.075 12.22 2.967 2 0.893 9.33 2.889 Largest stream flow has longer time of concentration Qp = 2.075 + sum of Qb Ia /Ib 0.893 * 0.855 = 0.769 Qp = 2.839 Total of 2 main streams to confluence: Flow rates before confluence point: 2.075 0.893 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 2.839(CFS) Time of concentration = 12.218 min. Effective stream area after confluence = 1.970(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + +++ + + + + + + + + + + + + + + + ++ + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 96.900(Ft.) Downstream point /station elevation = 99.900(Ft.) Pipe length = 192.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.839(CFS) Given pipe size = 16.00(In.) • Calculated individual pipe flow = 2.839(CFS) Normal flow depth in pipe = 6.69(In.) Flow top width inside pipe = 15.77(In.) Critical Depth = 7.96(In.) Pipe flow velocity = 5.18(Ft /s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 12.68 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 2.839(CFS) Time of concentration = 12.68 min. Rainfall intensity = 2.915(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +++ + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.01935 s(percent)= 1.93 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.395 min. Rainfall intensity = 3.077(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type • Runoff Coefficient - 0.820 Decimal fraction soil group A = 0.000 •Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 27 Decimal fraction soil group D = 0.000 OF/ RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.659(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.950(Ac.) Runoff from this stream = 3.659(CFS) Time of concentration = 8.39 min. Rainfall intensity = 3.077(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.839 12.68 2.915 2 3.659 8.39 3.077 Largest stream flow has longer or shorter time of concentration Qp = 3.659 + sum of Qa Tb /Ta 2.839 * 0.658 = 1.869 Qp = 5.527 Total of 2 main streams to confluence: Flow rates before confluence point: 2.839 3.659 • Area of streams before confluence: 1.970 1.950 Results of confluence: Total flow rate = 5.527(CFS) Time of concentration = 8.395 min. Effective stream area after confluence = 2.920(Ac.) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + +++ + + + + + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 92.700(Ft.) Pipe length = 231.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.527(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 5.527(CFS) Normal flow depth in pipe = 8.19(In.) Flow top width inside pipe = 22.76(In.) Critical Depth = 9.96(In.) Pipe flow velocity = 5.89(Ft /s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 9.01 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 5.527(CFS) Time of concentration = 9.01 min. Rainfall intensity = 2.999(In /Hr) Program is now starting with Main Stream No. 2 28 Process from Point /Station 30.000 to Point /Station 31.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 57.500(Ft.) Bottom (of initial area) elevation = 51.300(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.01550 s(percent)= 1.55 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.353 min. Rainfall intensity = 2.880(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.60 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.706(CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.160(Ac.) Runoff from this stream = 2.706(CFS) 40 Time of concentration = 9.35 min. Rainfall intensity = 2.880(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 5.527 9.01 2.999 2 2.706 9.35 2.880 Largest stream flow has longer or shorter time of concentration Qp = 5.527 + sum of Qa Tb /Ta 2.706 0.963 = 2.605 Qp = 8.132 Total of 2 main streams to confluence: Flow rates before confluence point: 5.527 2.706 Area of streams before confluence: 2.920 1.160 Results of confluence: Total flow rate = 8.132(CFS) Time of concentration = 9.005 min. Effective stream area after confluence = 9.080(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.700(Ft.) Downstream point /station elevation = 92.900(Ft.) Pipe length = 35.00(Ft.) Manning_s N = 0.013 No. of pipes = 1 Required pipe flow 8.132(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 8.132(CFS) 29 Normal flow depth in pipe = 10.38(In.) Flow top width inside pipe = 23.78(In.) Critical Depth = 12.17(In.) Pipe flow velocity = 6.25(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.080(Ac.) Runoff from this stream = 8.132(CFS) Time of concentration = 9.10 min. Rainfall intensity = 2.927(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + ++ + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 55.300(Ft.) Bottom (of initial area) elevation = 93.900(Ft.) Difference in elevation = 11.900(Ft.) Slope = 0.08999 s(percent)= 8.99 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 9.191(In /Hr) for a 10.0 year storm • CONDOMINIUM subarea type Runoff Coefficient = 0.836 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.970(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 93.900(Ft.) Downstream point /station elevation = 92.900(Ft.) Pipe length = 197.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.970(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.970(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.96(In.) Pipe flow velocity = 3.89(Ft /s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 5.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.970(CFS) 30 Time of concentration = 5.63 min. Rainfall intensity = 3.866(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.132 9.10 2.927 2 0.970 5.63 3.866 Largest stream flow has longer time of concentration Qp = 8.132 + sum of Qb Ia /Ib 0.970 * 0.757 = 0.739 Qp = 8.866 Total of 2 main streams to confluence: Flow rates before confluence point: 8.132 0.970 Area of streams before confluence: 9.080 0.280 Results of confluence: Total flow rate = 8.866(CFS) Time of concentration = 9.099 min. Effective stream area after confluence = 9.360(Ac.) +++++++++++++++++++++++++++++++++++++++ + +++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 92.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.900(Ft.) Downstream point /station elevation = 39.300(Ft.) • Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.866(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 8.866(CFS) Normal flow depth in pipe = 9.83(In.) Flow top width inside pipe = 23.61(In.) Critical Depth = 12.75(In.) Pipe flow velocity = 7.32(Ft /s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 9.67 min. +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.360(Ac.) Runoff from this stream = 8.866(CFS) Time of concentration = 9.67 min. Rainfall intensity = 2.825(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 691.000(Ft.) Top (of initial area) elevation = 61.900(Ft.) Bottom (of initial area) elevation = 57.900(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 19.173 min. Rainfall intensity = 2.263(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.792 31 Decimal fraction soil group A = 0.130 Decimal fraction soil group B = 0.870 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 52.88 Pervious area fraction = 0.350; Impervious Initial subarea runoff = 4.729(CFS) Total initial stream area = 2.640(Ac Pervious area fraction = 0.350 fraction = 0.650 +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + ++ + + + + + + + + + + + + + + + + ++ Process from Point /Station 51.000 to Point /Station 52.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 57.400(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 484.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 13.000(Ft.) Slope from gutter to grade break (v /hz) = 0.010 Slope from grade break to crown (v /hz) = 0.010 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 . Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.191(CFS) Depth of flow = 0.375(Ft.), Average velocity = 2.733(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.920(Ft.) Flow velocity = 2.73(Ft /s) Travel time = 2.95 min. TC = 17.13 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.720 Decimal fraction soil group B = 0.280 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.72 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.028(In /Hr) for a 10.0 year storm Subarea runoff = 6.837(CFS) for 4.560(Ac.) Total runoff = 11.566(CFS) Total area = 7.200(Ac.) Street flow at end of street = 11.566(CFS) Half street flow at end of street = 11.566(CFS) Depth of flow = 0.408(Ft.), Average velocity = 3.034(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 26.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + ++ ++ + + + + + + + + ++ + + + + + + + + + + + ++ + ++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.400(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.566(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.566(CFS) Normal flow depth in pipe = 9.12(In.) Flow top width inside pipe = 23.30(ln.) Critical Depth = 14.64(In.) Pipe flow velocity = 10.56(Ft /s) • Travel time through pipe = 0.06 min. Time of concentration (TC) = 17.18 min. 32 0 Process from Point /Station 52.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.200(Ac.) Runoff from this stream = 11.566(CFS) Time of concentration = 17.18 min. Rainfall intensity = 2.024(In /Hr) +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + + ++ + + + + + + + + +++ + + + ++ Process from Point /Station 70.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + +++ + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.030(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.288(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.288(CFS) Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 7.84(In.) Critical Depth = 2.98(In.) Pipe flow velocity = 2.19(Ft /s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 5.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(AC.) Runoff from this stream = 0.288(CFS) Time of concentration = 5.98 min. Rainfall intensity = 3.733(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.566 17.18 2.024 2 0.288 5.98 3.733 Largest stream flow has longer time of concentration 33 Initial area flow distance = 103.000(Ft.) Top (of initial area) elevation = 52.400(Ft.) Bottom (of initial area) elevation = 46.500(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.05728 s(percent)= 5.73 TC = k(o.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.141(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.772 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.288(CFS) Total initial stream area = 0.090(AC.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + +++ + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.030(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.288(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.288(CFS) Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 7.84(In.) Critical Depth = 2.98(In.) Pipe flow velocity = 2.19(Ft /s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 5.98 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(AC.) Runoff from this stream = 0.288(CFS) Time of concentration = 5.98 min. Rainfall intensity = 3.733(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.566 17.18 2.024 2 0.288 5.98 3.733 Largest stream flow has longer time of concentration 33 0 Qp = 11.566 + sum of Qb Ia /Ib 0.288 * 0.542 = 0.156 Qp = 11.722 Total of 2 streams to confluence: Flow rates before confluence point: 11.566 0.288 Area of streams before confluence: 7.200 0.090 Results of confluence: Total flow rate = 11.722(CFS) Time of concentration = 17.182 min. Effective stream area after confluence = 7.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + +++ + +++ + + + + + + + ++ + + + + ++ Process from Point /Station 61.000 to Point /Station 41.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 43.400(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.722(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.722(CFS) Normal flow depth in pipe = 9.42(In.) Flow top width inside pipe = 27.85(In.) Critical Depth = 13.76(In.) Pipe flow velocity = 8.88(Ft /s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 17.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ ++ Process from Point /Station 61.000 to Point /Station 41.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.290(Ac.) Runoff from this stream = 11.722(CFS) Time of concentration = 17.61 min. Rainfall intensity = 1.995(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ ++ + +++ + + + + + + + +++ + + + + + + + + + +++ + ++ Process from Point /Station 40.000 to Point /Station 41.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 282.000(Ft.) Top (of initial area) elevation = 53.600(Ft.) Bottom (of initial area) elevation = 51.400(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00780 s(percent)= 0.78 TC = k(0.370) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.330 min. Rainfall intensity = 2.884(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.800 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 36.80 Pervious area fraction = 0.350; Impervious fraction = 0.650 initial subarea runoff = 2.962(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.350 34 0 Process from-Point/Station 90.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.350(Ac.) Runoff from this stream = 2.962(CFS) Time of concentration = 9.33 min. Rainfall intensity = 2.889(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.866 9.67 2.825 2 11.722 17.61 1.995 3 2.962 9.33 2.889 Largest stream flow has longer time of concentration Qp = 11.722 + sum of Qb Ia /Ib 8.866 * 0.706 = 6.261 Qb Ia /Ib 2.962 * 0.692 = 2.099 Qp = 20.032 Total of 3 main streams to confluence: Flow rates before confluence point: 8.866 11.722 2.962 Area of streams before confluence: 9.360 7.290 1.350 Results of confluence: • Total flow rate = 20.032(CFS) n Time of cocentration = 17.619 min. Effective stream area after confluence = 13.000(Ac.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 39.300(Ft.) Downstream point /station elevation = 37.000(Ft.) Pipe length = 203.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.032(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 20.032(CFS) Normal flow depth in pipe = 13.08(In.) Flow top width inside pipe = 39.63(In.) Critical Depth = 17.29(In.) Pipe flow velocity = 8.63(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 18.01 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.000(Ac.) Runoff from this stream = 20.032(CFS) Time of concentration = 18.01 min. Rainfall intensity = 1.970(In /Hr) Program is now starting with Main Stream No. 2 35 • • • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 99.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 902.000(Ft.) Top (of initial area) elevation = 52.100(Ft.) Bottom (of initial area) elevation = 96.770(Ft. Difference in elevation = 5.330(Ft.) Slope = 0.00591 s(percent)= 0.59 TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 12.732 min. Rainfall intensity = 2.908(In /Hr) for a 10 COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 99.00 Pervious area fraction = 0.100; Impervious Initial subarea runoff = 5.112(CFS) Total initial stream area = 2.960(Ac Pervious area fraction = 0.100 year storm fraction = 0.900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + +++ + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 36.800(Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.112(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.112(CFS) Normal flow depth in pipe = 5.39(In.) Flow top width inside pipe = 16.95(In.) Critical Depth = 10.95(In.) Pipe flow velocity = 11.69(Ft /s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.90 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + +++ + + + + + + + ++ + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.960(Ac.) Runoff from this stream = 5.112(CFS) Time of concentration = 12.90 min. Rainfall intensity = 2.390(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + ++ + + + + ++ Process from Point /Station 80.000 to Point /Station 81.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 59.800(Ft.) Bottom (of initial area) elevation = 97.900(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00925 s(percent)= 0.92 TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 11.095 min. Rainfall intensity = 2.608(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.090 Decimal fraction soil group B = 0.960 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 55.09 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.213(CFS) 36 Total initial stream area = 1.910(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + ++ + + + + + + + + +++ + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 97.990(Ft.) End of street segment elevation = 95.000(Ft.) Length of street segment = 199.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 96.000(Ft.) Distance from crown to crossfall grade break = 21.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.634(CFS) Depth of flow = 0.339(Ft.), Average velocity = 2.676(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.199(Ft.) Flow velocity = 2.68(Ft /s) Travel time = 1.21 min. TC = 12.30 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.852 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.957(In /Hr) for a 10.0 year storm Subarea runoff = 0.774(CFS) for 0.370(Ac.) Total runoff = 3.987(CFS) Total area = 1.780(Ac.) Street flow at end of street = 3.987(CFS) Half street flow at end of street = 3.987(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.735(Ft/s) Flow width (from curb towards crown)= 11.583(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.780(Ac.) Runoff from this stream = 3.987(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.957(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 37 1 20.032 18.01 1.970 2 5.112 12.90 2.390 3 3.987 12.30 2.457 Largest stream flow has longer time of concentration Qp = 20.032 + sum of Qb Ia /Ib 5.112 * 0.829 = 4.213 Qb Ia /Ib • QP = 3.987 * 27.991 0.802 = 3.197 Total of 3 main streams to confluence: 37 • Flow rates before confluence point: 20.032 5.112 3.987 Area of streams before confluence: 13.000 2.960 1.780 • • Results of confluence: Total flow rate = 27.991(CFS) Time of concentration = 18.006 min. Effective stream area after confluence = 17.290(Ac.) ++++++.... ..+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 82.000 to Point /Station 100.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 36.800(Ft.) Downstream point /station elevation = 39.900(Ft.) Pipe length = 583.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 27.991(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 13.721(CFS) Normal flow depth in pipe = 29.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 15.99(In.) Pipe flow velocity = 4.11(Ft /s) Travel time through pipe = 2.36 min. Time of concentration (TC) = 20.37 min. End of computations, total study area = 17.29 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 96.9 38 0 0 STORM DRAIN HYDRAULICS ANALYSIS 39 • • Storm Drain Hydraulic Requirements: CVWD has allowed this project to drain storm water runoff to the La Quinta Evacuation Channel. CVWD also requires the project to intercept nuisance flow prior to entering the channel. Per City Bulletin #06 -16, Item No. 24: "The Evacuation Channel obtains an HGL -100 with an approximate elevation of 48.0 pursuant to information provided by CVWD to the City." A HGL of 48.0 represents flooding in Avenue 48 from the Evacuation Channel west to the intersection of Dune Palms Road. This wide spread flooding at the intersection of Avenue 48 and Dune Palms Road also represents the beginning of our Storm Drain Analysis for the 100 -year event (HGL at 48.0). Our analysis identifies the manhole in Dune Palms Road (at station 16 +28.52) as the outlet in the 100 -year event (HGL at 48.0). Grates, in lieu of manhole covers, are proposed at this and the next downstream manhole. We also provide a second 100 -year analysis; "HGL at Critical Depth ". The intent of this analysis is to identify the HGL of the system with an outlet at the evacuation channel, and the channel having very little flow. The beginning HGL is established at critical depth for the proposed pipe. 40 1] 0 100 -YEAR ANALYSIS HGL AT 48.0 41 �C • User Name: mpompa Project: 1786 OFFSITE STORM DRAIN SCENARIO 1 Network: 01 - SCENARIO 1 Date: 07 -17 -07 Time: 15:07:31 Page: 1 - - - - ----------------------------------------------------------- - -- ---------- - - - - -- - Storm- Sewers Summary Report---- Pipe Name Total - Flow Pipe Dim - HGL Down - - - - ------------------- --------------------- HGL Up Invert Down Invert Up Downstream Junct cfs in ft ft ft ft Pipe 1 34.50 36.00 48.0000 48.3632 37.2200 38.7200 Outfall Pipe 1 -A 34.50 36.00 48.3732* 48.4307* 38.7200 38.9000 CONC COLLAR Pipe 2 34.50 36.00 48.4507* 48.5409* 38.9400 39.1600 MH1 1 Pipe 3 29.40 36.00 48.6409* 48.6717* 39.1600 39.3000 TEE 1 Pipe 4 15.00 24.00 48.8717* 49.8440* 40.3000 42.3400 MH3 2 Pipe 5 15.00 24.00 49.9640* 49.9982* 42.3400 42.4100 BEND 1 Pipe 6 13.80 24.00 50.0882* 50.2251* 42.4100 42.7500 WYE 1 Pipe 7 9.40 24.00 50.2951* 50.3235* 42.7500 42.9000 TEE 2 Pipe 6 9.40 24.00 50.3335* 50.6273* 42.9300 44.4800 MH1 3 Pipe 9 9.40 24.00 50.6773* 50.7474* 44.4800 47.9800 BEND 2 Pipe 10 4.90 18.00 50.8174* 50.8574* 48.4800 48.5700 C31 4 Pipe 11 4.90 18.00 50.8974* 51.1751* 48.5700 49.2100 BEND 3 Pipe 12 1.60 18.00 51.2051* 51.2089* 49.2100 49.2900 WYE 2 Pipe 13 1.60 18.00 51.2089* 51.2111* 49.2900 49.3400 BEND 4 Pipe 14 20.30 30.00 48.8717* 49.3823* 39.8000 41.9000 MH3 2 Pipe 15 20.00 24.00 49.5823* 49.7300* 42.4000 46.8600 MH3 4 Pipe 16 20.00 24.00 49.9500* 50.5894* 46.8600 46.9500 BEND 5 Pipe 17 1.50 18.00 50.0882* 50.0949* 42.4100 42.7400 WYE 1 Pipe 18 1.50 18.00 50.0949* 50.0994* 42.7400 42.9600 BEND 6 Pipe 19 1.50 18.00 50.0994* 50.1180* 42.9600 43.8800 BEND 7 Pipe 20 3.50 18.00 51.2051* 51.2463* 49.2100 49.3700 WYE 2 Pipe 21 0.50 12.00 49.5823* 49.5853* 43.4000 43.4900 MH3 4 Pipe 22 0.50 12.00 49.5853* 49.5915* 43.4900 43.6500 BEND 8 Pipe 23 0.50 12.00 49.5915* 49.5952* 43.6500 43.7400 BEND 9 Pipe 24 0.50 .12.00 49.5952* 49.6002 *° 43.7400 43.8700 BEND 10 Pipe 25 0.50 12.00 49.6002* 49.6051* 43.8700 43.9900 BEND 11 Pipe 26 0.50 12.00 49.6051* 49.6067* 43.9900 44.0300 BEND 12 Pipe 27 0.50 12.00 49.6067* 49.6074* 44.4800 44.5000 CB2 7 42 User Name: mpompa Date: 07 -17 -07 Project: 1786 OFFSITE STORM DRAIN SCENARIO 1 Time: 15:07:34 Network: 01 - Page: 1 --------- Storm- Sewers - Detail- Report - - -- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = RCP Pipe Length = 135.7352 ft Plan Length = 135.7269 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 70.09 cfs Invert Elevation Downstream = 37.2200 ft Invert Elevation Upstream = 38.7200 ft Invert Slope = 1.11% Invert Slope (Plan Length) = 1.11% Rim Elevation Downstream = 45.0400 ft Rim Elevation Upstream = 48.7000 ft Natural Ground Slope = 2.70% Crown Elevation Downstream = 40.2200 ft Crown Elevation Upstream = 41.7200 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 = 34.50 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 = 34.50 cfs Uniform Capacity = 70.09 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.0000 ft HGL Elevation Upstream = 48.3632 ft HGL Slope = 0.27 % EGL Elevation Downstream = 48.3704 ft EGL Elevation Upstream = 48.7336 ft EGL Slope = 0.27 3 Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 9.88 ft /s Area Downstream = 7.07 ft"2 Area Upstream = 7.07 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.010 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 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 43 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 1 -A - - -- RAINFALL INFORMATION---- Return Period - 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 -A Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 21.4813 ft Plan Length = 23.4805 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 61.03 cfs Invert Elevation Downstream = 38.7200 ft Invert Elevation Upstream = 38.9000 ft Invert Slope = 0.84% Invert Slope (Plan Length) = 0.77% Rim Elevation Downstream = 48.7000 ft Rim Elevation Upstream = 52.4000 ft Natural Ground Slope = 17.22$ Crown Elevation Downstream = 41.7200 ft Crown Elevation Upstream - 41.9000 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.48 min Total Intensity = 10.48 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 61.03 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.3732 ft HGL Elevation Upstream = 48.4307 ft HGL Slope = 0.27 6 EGL Elevation Downstream = 48.7436 ft EGL Elevation Upstream = 48.8011 ft EGL Slope = 0.27 % Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 8.90 ft /s Uniform Velocity Upstream = 8.90 ft /s Area Downstream = 7.07 ft ^2 Area Upstream = 7.07 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.020 ft - -- -INLET INFORMATION--- - Downstream Inlet = CONC COLLAR Inlet Description = <None> • Inlet Type - Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross - Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in 44 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 = * 8 Grate Efficiency = * 8 Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 -A Pipe Material = RCP Pipe Length = 33.6839 ft Plan Length = 35.6847 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 53.88 cfs Invert Elevation Downstream = 38.9400 ft Invert Elevation Upstream = 39.1600 ft Invert Slope = 0.658 Invert Slope (Plan Length) = 0,628 Rim Elevation Downstream = 52.4000 ft Rim Elevation Upstream = 51.8900 ft •' Natural Ground Slope = -1.518 Crown Elevation Downstream = 41.9400 ft Crown Elevation Upstream = 42.1600 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.35 min Total Intensity = 10.53 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 53.88 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 46.4507 ft HGL Elevation Upstream = 48.5409 ft HGL Slope = 0.27 8 EGL Elevation Downstream = 48.8211 ft EGL Elevation Upstream = 48.9112 ft EGL Slope = 0.27 8 Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 8.09 ft /s Uniform Velocity Upstream = 8.09 ft /s Area Downstream = 7.07 ft^2 • Area Upstream = 7.07 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.100 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 45 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 = + g 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 = • g Grate Efficiency = + % Slot Efficiency = • 4 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 = RCP Pipe Length = 15.8606 ft Plan Length = 18.9900 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning,s °n" = 0.013 •� Pipe Capacity at Invert Slope = 62.64 cfs 1 Invert Elevation Downstream 39.1600 ft Invert Elevation Upstream 39.3000 ft Invert Slope = 0.88% Invert Slope (Plan Length) - 0.74% Rim Elevation Downstream = 51.8900 ft Rim Elevation Upstream = 51.6850 ft Natural Ground Slope = -1.29W Crown Elevation Downstream = 42.1600 ft Crown Elevation Upstream = 42.3000 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 = 29.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.28 min Total Intensity = 10.57 in /hr Total Rational Flow = 0.00 cfs Total Flow = 29.40 cfs Uniform Capacity = 62.64 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.6409 ft HGL Elevation Upstream = 48.6717 ft HGL Slope = 0.19 % EGL Elevation Downstream = 48.9098 ft EGL Elevation Upstream = 48.9406 ft EGL Slope = 0.19 * Critical Depth = 21.0744 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.16 ft /s Velocity Upstream = 4.16 ft /s Uniform Velocity Downstream = 8.72 ft /s Uniform Velocity Upstream = 8.72 ft /s Area Downstream = 7.07 ft ^2 46 Area Upstream = 7.07 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - 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 = w g 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 = + g Grate Efficiency = . Slot Efficiency = • Total Efficiency = 0.00 t 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 = 221.0512 ft Plan Length = 223.3331 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 21.72 cfs Invert Elevation Downstream = 40.3000 ft invert Elevation Upstream = 42.3400 ft Invert Slope = 0.92% Invert Slope (Plan Length) = 0.91* Rim Elevation Downstream = 51.6850 ft Rim Elevation Upstream = 52.1562 ft Natural Ground Slope = 0.21% Crown Elevation Downstream = 42.3000 ft Crown Elevation Upstream = 44.3400 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs ,,Total Area = 0.00 ac (Weighted Coefficient = 0.000 Total Time of Concentration = 2.91 min Total Intensity = 11.25 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 21.72 cfs Skipped flow = 0.00 cfs Infiltration - 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.8717 ft HGL Elevation Upstream = 49.8440 ft HGL Slope = 0.44 % EGL Elevation Downstream = 49.2261 ft EGL Elevation Upstream = 50.1984 ft EGL Slope = 0.44 t Critical Depth = 16.7544 in 47 Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 8.09 ft /s Uniform Velocity Upstream = 7.46 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.120 ft - -- -INLET INFORMATION--- - = 42.3400 ft Downstream Inlet = MH3 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 = « g Grate Efficiency = : g Slot Efficiency = • g Total Efficiency = 0.00 •� PIPE DESCRIPTION: Pipe 5 -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDpE Pipe Length = 7.7708 ft Plan Length = 7.7705 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning -s 'In" = 0.013 Pipe Capacity at Invert Slope = 21.46 cfs Invert Elevation Downstream = 42.3400 ft Invert Elevation Upstream = 42.4100 ft Invert Slope = 0.904 Invert Slope (Plan Length) = 0.90$ Rim Elevation Downstream = 52.1562 ft Rim Elevation Upstream = 52.0193 ft Natural Ground Slope = -1.764 Crown Elevation Downstream = 44.3400 ft Crown Elevation Upstream = 44.4100 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.88 min _ Total Intensity = 11.27 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 21.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- 48 HGL Elevation Downstream = 49.9640 ft HGL Elevation Upstream = 49.9982 ft HGL Slope = 0.44 % • EGL Elevation Downstream = 50.3184 ft EGL Elevation Upstream = 50.3526 ft EGL Slope = 0.44 $ Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 7.39 ft /s Uniform Velocity Upstream = 7.39 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.090 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 = * g Grate Efficiency = * g 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 = 36.7735 ft Plan Length = 36.7720 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 21.74 cfs Invert Elevation Downstream = 42.4100 ft Invert Elevation Upstream = 42.7500 ft Invert Slope = 0.92% Invert Slope (Plan Length) = 0.928 Rim Elevation Downstream = 52.0193 ft Rim Elevation Upstream = 51.7900 ft Natural Ground Slope = -0.62% Crown Elevation Downstream - 44.4100 ft Crown Elevation Upstream = 44.7500 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 = 13.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.67 min Total Intensity = 11.39 in /hr 49 Total Rational Flow = 0.00 cfs Total Flow = 13.80 cfs Uniform Capacity = 21.74 cfs • Skipped flow Infiltration = 0.00 cfs = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0882 ft HGL Elevation Upstream = 50.2251 ft HGL Slope = 0.37 8 EGL Elevation Downstream = 50.3881 ft EGL Elevation Upstream = 50.5251 ft EGL Slope - 0.37 % Critical Depth = 16.0560 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.39 ft /s Velocity Upstream = 4.39 ft /s Uniform Velocity Downstream = 7.33 ft /s Uniform Velocity Upstream = 7.33 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.070 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 = + g 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 = 16.4807 ft Plan Length = 18.4800 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" - 0.013 Pipe Capacity at Invert Slope = 21.57 cfs Invert Elevation Downstream = 42.7500 ft Invert Elevation Upstream = 42.9000 ft Invert Slope = 0.91t Invert Slope (Plan Length) = 0.818 Rim Elevation Downstream = 51.7900 ft Rim Elevation Upstream = 51.9869 ft Natural Ground Slope = 1.20$ Crown Elevation Downstream Crown Elevation Upstream = 44.7500 ft = 44.9000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity - 0.00 in /hr 50 Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs • Total Area Weighted Coefficient = 0.00 ac = 0.000 Total Time of Concentration = 2.56 min Total Intensity = 11.44 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.2951 ft HGL Elevation Upstream = 50.3235 ft HGL Slope = 0.17 $ EGL Elevation Downstream = 50.4342 ft EGL Elevation Upstream = 50.4627 ft EGL Slope = 0.17 % Critical Depth = 13.1496 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 = 6.63 ft /s Uniform Velocity Upstream = 6.63 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.010 ft - -- -INLET INFORMATION--- - Downstream Inlet = TEE 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 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial = Pipe 8 = Pipe 7 = HDPE = 170.0522 ft = 172.5200 ft = 24.00 in = 0.013 = 21.59 cfs = 42.9300 ft = 44.4800 ft = 0.91% Invert Slope (Plan Length) = 0.90% Rim Elevation Downstream = 51.9869 ft Rim Elevation Upstream = 53.1567 ft Natural Ground Slope = 0.69% Crown Elevation Downstream - 44.9300 ft 51 Crown Elevation Upstream = 46.4800 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 • Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr C Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.60 min Total intensity = 12.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.59 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.3335 ft HGL Elevation Upstream = 50.6273 ft HGL Slope = 0.17 W EGL Elevation Downstream = 50.4727 ft EGL Elevation Upstream = 50.7665 ft EGL Slope = 0.17 % Critical Depth = 13.1496 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 = 6.64 ft /s Uniform Velocity Upstream = 6.64 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet Inlet.Description = MH1 3 = <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 = • g 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 = • g Grate Efficiency = . Slot Efficiency = : g Total Efficiency = 0.00 t 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 = 40.5812 ft • Plan Length = 41.9300 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning -s 'In" = 0.013 Pipe Capacity at Invert Slope = 66.41 cfs Invert Elevation Downstream = 44.4800 ft 52 Invert Elevation Upstream = 47.9800 ft Invert Slope = 8.66% Invert Slope (Plan Length) = 8.35% • Rim Elevation Downstream = 53.1567 ft Rim Elevation Upstream = 53.4800 ft Natural Ground Slope = 0.80% Crown Elevation Downstream = 46.4800 ft Crown Elevation Upstream = 49.9800 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 = 9.40 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 = 9.40 cfs Uniform Capacity = 66.41 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.6773 ft HGL Elevation Upstream = 50.7474 ft HGL Slope = 0.17 $ EGL Elevation Downstream = 50.8165 ft EGL Elevation Upstream = 50.8866 ft EGL Slope = 0.17 Critical Depth = 13.1496 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 = 14.96 ft /s Uniform Velocity Upstream = 14.96 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.070 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 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 53 Pipe Length = 18.3796 ft Plan Length = 19.8800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n° = 0.013 • Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream = 48.4800 ft Invert Elevation Upstream = 48.5700 ft Invert Slope = 0.498 Invert Slope (Plan Length) = 0.458 Rim Elevation Downstream = 53.4800 ft Rim Elevation Upstream = 53.5163 ft Natural Ground Slope = 0.208 Crown Elevation Downstream = 49.9800 ft Crown Elevation Upstream = 50.0700 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 = 4.90 cfs Inlet Hydrograph Flow =•0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.25 min Total Intensity = 12.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.8174 ft HGL Elevation Upstream = 50.8574 ft HGL Slope = 0.22 8 EGL Elevation Downstream = 50.9369 ft EGL Elevation Upstream = 50.9769 ft EGL Slope Critical Depth Depth Downstream = 0.22 8 = 10.2168 in = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.77 ft /s Velocity Upstream = 2.77 ft /s Uniform Velocity Downstream = 4.45 ft /s Uniform Velocity Upstream = 4.45 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.040 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB1 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 = : 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 r 8 • Grate Efficiency _ f 8 Slot Efficiency = • 8 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - 54 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- • Current Pipe - Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 127.5681 ft Plan Length = 127.5665 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning,s °n" = 0.013 Pipe Capacity at Invert Slope = 7.44 cfs Invert Elevation Downstream = 48.5700 ft Invert Elevation Upstream = 49.2100 ft Invert Slope = 0.508 Invert Slope (Plan Length) = 0.508 Rim Elevation Downstream = 53.5163 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 0.498 Crown Elevation Downstream = 50.0700 ft Crown Elevation Upstream = 50.7100 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 = 4.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.48 min Total Intensity = 12.76 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.44 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream = 50.8974 ft HGL Elevation Upstream = 51.1751 ft HGL Slope = 0.22 8 EGL Elevation Downstream = 51.0169 ft EGL Elevation Upstream = 51.2947 ft EGL Slope = 0.22 8 Critical Depth = 10.2168 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.77 ft /s Velocity Upstream = 2.77 ft /s Uniform Velocity Downstream = 4.50 ft /s Uniform Velocity Upstream = 4.50 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.030 ft - -- -INLET INFORMATION--- - 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 = + 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 Pavement Flow = 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 Gutter Velocity = 0.00 ft /s 55 Curb Efficiency = Grate Efficiency = Slot Efficiency = Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 12 C - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe = Pipe 11 Pipe Material = HDPE Pipe Length = 16.2248 ft Plan Length = 16.2246 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.37 cfs Invert Elevation Downstream = 49.2100 ft Invert Elevation Upstream = 49.2900 ft Invert Slope = 0.493 Invert Slope (Plan Length) = 0.493 Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.3835 ft Natural Ground Slope = 1.523 Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.7900 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 = 1.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.18 min Total Intensity = 12.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.60 cfs Uniform Capacity = 7.37 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd -- -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2051 ft HGL Elevation Upstream = 51.2089 ft HGL Slope = 0.02 3 EGL Elevation Downstream = 51.2179 ft EGL Elevation Upstream = 51.2217 ft EGL Slope = 0.02 3 Critical Depth = 5.7024 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.91 ft /s Velocity Upstream = 0.91 ft /s Uniform Velocity Downstream = 4.12 ft /s Uniform Velocity Upstream = 3.33 ft /s Area Downstream = 1.77 ft"2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 = + 3 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 56 Pavement Flow = 0.00 cfa 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 = . 8 Slot Efficiency = • 8 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 13 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 13 Downstream Pipe = Pipe 12 Pipe Material = HDPE Pipe Length = 9.2501 ft Plan Length = 10.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.72 cfs Invert Elevation Downstream - 49.2900 ft Invert Elevation Upstream = 49.3400 ft Invert Slope = 0.548 Invert Slope (Plan Length) = 0.508 Rim Elevation Downstream = 54.3835 ft Rim Elevation Upstream = 54.1600 ft Natural Ground Slope = -2.428 Crown Elevation Downstream = 50.7900 ft Crown Elevation Upstream = 50.8400 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 Inlet Input Flow = 0.00 cfs = 1.60 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 = 1.60 cfs Uniform Capacity = 7.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2089 ft HGL Elevation Upstream = 51.2111 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 51.2217 ft EGL Elevation Upstream = 51.2238 ft EGL Slope = 0.02 8 Critical Depth = 5.7024 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.91 ft /s Velocity Upstream = 0.91 ft /8 Uniform Velocity Downstream = 3.45 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 = 0.000 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 57 Ponding Width = 0.0000 ft Intercept Efficiency = * !j 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 = * g Grate Efficiency = * g Slot Efficiency = * g 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 3 Pipe Material = HDpE Pipe Length = 208.4060 ft Plan Length = 212.8200 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 41.16 cfs Invert Elevation Downstream = 39.8000 ft Invert Elevation Upstream = 41.9000 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 0,99; Rim Elevation Downstream = 51.6850 ft Rim Elevation Upstream = 52.0228 ft Natural Ground Slope = 0.16* Crown Elevation Downstream = 42.3000 ft Crown Elevation Upstream = 44.4000 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 = 20.30 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.42 min Total Intensity = 10.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.30 cfs Uniform Capacity = 41.16 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.8717 ft HGL Elevation Upstream = 49.3823 ft HGL Slope - 0.25 % EGL Elevation Downstream = 49.1376 ft EGL Elevation Upstream = 49.6482 ft EGL Slope = 0.25 % Critical Depth = 18.3630 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 4.14 ft /s Velocity Upstream = 4.14 ft /s Uniform Velocity Downstream = 8.36 ft /s Uniform Velocity Upstream = 8.36 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft"2 • Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 2 Inlet Description = <None> Inlet Type = Undefined 58 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 = w % 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 cfe 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 = 18.8828 ft Plan Length = 20.3600 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at invert Slope = 109.90 cfs •_, Invert Elevation Downstream = 42.4000 ft Invert Elevation Upstream = 46.8600 ft Invert Slope = 24.31% Invert Slope (Plan Length) = 21.91% Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream = 51.9212 ft Natural Ground Slope = -0.54% Crown Elevation Downstream = 44.4000 ft Crown Elevation Upstream = 48.8600 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 = 20.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.05 min Total Intensity = 13.08 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.00 cfs Uniform Capacity = 109.90 cfs Skipped flow - 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5823 ft HGL Elevation Upstream = 49.7300 ft HGL Slope = 0.80 % EGL Elevation Downstream = 50.2124 ft EGL Elevation Upstream = 50.3601 ft EGL Slope = 0.80 % Critical Depth = 19.2768 in Depth Downstream = 24.0000 in • Depth Upstream = 24.0000 in Velocity Downstream = 6.37 ft /s Velocity Upstream = 6.37 ft /s Uniform Velocity Downstream = 26.60 ft /s Uniform Velocity Upstream = 26.60 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft^2 59 Kj (JLC) = NA Calculated Junction LOSS = 0.220 ft • - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = s % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 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 16 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 16 Downstream Pipe = Pipe 15 Pipe Material = HDPE Pipe Length = 18.1102 ft Plan Length = 19.6100 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.94 cfs Invert Elevation Downstream = 46.8600 ft Invert Elevation Upstream = 46.9500 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 51.9212 ft Rim Elevation Upstream = 51.9500 ft Natural Ground Slope = 0.161 Crown Elevation Downstream = 48.8600 ft Crown Elevation Upstream = 48.9500 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 = 20.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.00 cfs Uniform Capacity = 15.94 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION---- • HGL Elevation Downstream HGL Elevation Upstream = 49.9500 ft = 50.5894 ft HGL Slope = 3.53 % EGL Elevation Downstream = 50.5801 ft EGL Elevation Upstream - 51.2195 ft EGL Slope = 3.53 % Critical Depth = 19.2768 in Depth Downstream = 24.0000 in 60 Depth Upstream = 24.0000 in Velocity Downstream = 6.37 ft /s Velocity Upstream = 6.37 ft /s Uniform Velocity Downstream = 6.37 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 = 0.790 ft - -- -INLET INFORMATION--- - 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 = + % 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 17 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File = 100 Year = Tutorial - -- -PIPE INFORMATION--- - Current Pipe - Pipe 17 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 33.0960 ft Plan Length = 33.0943 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.48 cfs Invert Elevation Downstream = 42.4100 ft Invert Elevation Upstream = 42.7400 ft Invert Slope = 1.00* Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 52.0193 ft Rim Elevation Upstream = 51.9482 ft Natural Ground Slope = -0.21% Crown Elevation Downstream = 43.9100 ft Crown Elevation Upstream = 44.2400 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 = 1.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.24 min Total Intensity = 11.63 in /hr Total Rational Flow = 0.00 cfs • Total Flow = 1.50 cfs Uniform Capacity = 10.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0882 ft 61 HGL Elevation Upstream = 50.0949 ft HGL Slope = 0.02 % EGL Elevation Downstream = 50.0994 ft EGL Elevation Upstream = 50.1061 ft • EGL Slope = 0,02 % Critical Depth = 5.5152 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft /s Uniform Velocity Downstream = 7.55 ft /s Uniform Velocity Upstream = 4.21 ft /s Area Downstream - 1.77 ft^2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 = + 9, Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 18 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 21.8141 ft Plan Length = 21.8130 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning,s ,n" = 0.013 Pipe Capacity at Invert Slope = 10.54 cfs Invert Elevation Downstream = 42.7400 ft Invert Elevation Upstream = 42.9600 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.018 Rim Elevation Downstream = 51.9482 ft Rim Elevation Upstream = 52.4740 ft Natural Ground Slope = 2.41* Crown Elevation Downstream = 44.2400 ft Crown Elevation Upstream = 44.4600 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 Inlet Input Flow = 0.00 cfs = 1.50 cfs X Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.81 min Total Intensity = 11.89 in /hr Total Rational Flow = 0.00 cfs 62 Total Flow = 1.50 cfs Uniform Capacity = 10.54 cfs Skipped flow = 0.00 cfa Infiltration = 0.00 gpd -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0949 ft C HGL Elevation Upstream = 50.0994 ft HGL Slope = 0.02 % EGL Elevation Downstream = 50.1061 ft EGL Elevation Upstream = 50.1106 ft EGL Slope = 0.02 % Critical Depth - 5.5152 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft /s Uniform Velocity Downstream = 4.23 ft /s Uniform Velocity Upstream = 4.23 ft /s Area Downstream = 1.77 ft ^2 Area Upstream = 1.77 ft"2 Rj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - 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 = x % 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 Pipe Material = HDPE Pipe Length = 91.5206 ft Plan Length = 92.0159 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.53 cfs Invert Elevation Downstream = 42.9600 ft Invert Elevation Upstream = 43.8800 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 52.4740 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 1.82% Crown Elevation Downstream = 44.4600 ft • Crown Elevation Upstream - -FLOW INFORMATION--- - = 45.3800 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 63 Inlet Input Flow = 1.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient Total Time of Concentration = 0.000 = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.50 cfs Uniform Capacity = 10.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0994 ft HGL Elevation Upstream = 50.1180 ft HGL Slope = 0.02 % EGL Elevation Downstream = 50.1106 ft EGL Elevation Upstream = 50.1292 ft EGL Slope = 0.02 % Critical Depth = 5.5152 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft/8 Uniform velocity Downstream = 4.22 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 = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = + g 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 20 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 20 Downstream Pipe = Pipe 11 Pipe Material = HDPE Pipe Length = 32.6904 ft Plan Length = 38.6900 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream = 49.2100 ft • Invert Elevation Upstream Invert Slope = 49.3700 ft = 0.493 Invert Slope (Plan Length) = 0.418 Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.1000 ft Natural Ground Slope = -0.11$ Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.8700 ft 64 - -- -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 = 3.50 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 = 3.50 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2051 ft HGL Elevation Upstream = 51.2463 ft HGL Slope = 0.13 % EGL Elevation Downstream = 51.2661 ft EGL Elevation Upstream = 51.3073 ft EGL Slope = 0.13 $ Critical Depth = 8.5662 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.98 ft /s Velocity Upstream = 1.98 ft /s Uniform Velocity Downstream = 4.11 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 = 0.080 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 2 Inlet Description Inlet Type = <None> = 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 Pond'ing Width - 0.0000 ft Intercept Efficiency = . 4, 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 14 Pipe Material = HDpE Pipe Length = 15.1379 ft Plan Length = 16.9000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "w = 0.013 Pipe Capacity at Invert Slope = 2.75 cfs Invert Elevation Downstream = 43.4000 ft Invert Elevation Upstream = 43.4900 ft 65 Invert Slope = 0.59% Invert Slope (Plan Length) = 0.53% Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream Natural Ground Slope = 52.3395 ft = 2.09% Crown Elevation Downstream = 44.4000 ft Crown Elevation Upstream = 44.4900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity - 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.98 min Total Intensity = 11.22 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.75 cfs Skipped flow = 0.00 cfa Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5823 ft HGL Elevation Upstream = 49.5853 ft HGL Slope = 0.02 % EGL Elevation Downstream = 49.5886 ft EGL Elevation Upstream = 49.5916 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 6.37 ft /s Uniform Velocity Upstream = 2.66 ft /s Area Downstream = 0.79 ft"2 �r Area Upstream = 0.79 ft ^2 Kj (JLC) Calculated Junction = NA Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 cfe 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 = w % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 22 - - -- RAINFALL INFORMATION--- - •' Return Period Rainfall File = 100 Year = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 22 Downstream Pipe = Pipe 21 Pipe Material = HDpE Pipe Length = 31.5689 ft 66 Plan Length = 31.5685 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's 'In" = 0.013 . Pipe Capacity at Invert Slope = 2.54 cfs Invert Elevation Downstream = 43.4900 ft Invert Elevation Upstream = 43.6500 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 52.3395 ft Rim Elevation Upstream = 52.3278 ft Natural Ground Slope = -0.04% Crown Elevation Downstream = 44.4900 ft Crown Elevation Upstream = 44.6500 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 2.15 min Total Intensity = 11.68 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.54 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5853 ft HGL Elevation Upstream = 49.5915 ft HGL Slope = 0.02 % EGL Elevation Downstream. = 49.5916 ft EGL Elevation Upstream = 49.5978 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream - 0.64 ft /s Uniform Velocity Downstream = 2.51 ft /s Uniform Velocity Upstream = 2.51 ft /s Area Downstream = 0.79 ft "2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 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 23 - - -- RAINFALL INFORMATION---- Return Period = 100 Year 67 Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe - Pipe 23 = Pipe 22 Pipe Material = HDPE Pipe Length = 18.6440 ft C Plan Length = 18.6437 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning -s "n -' = 0.013 Pipe Capacity at Invert Slope = 2.47 cfs Invert Elevation Downstream = 43.6500 ft Invert Elevation Upstream = 43.7400 ft Invert Slope = 0.4896 Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 52.3278 ft Rim Elevation Upstream = 50.9200 ft Natural Ground Slope = -7.55% Crown Elevation Downstream = 44.6500 ft Crown Elevation Upstream = 44.7400 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow - 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.66 min Total Intensity = 11.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.47 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5915 ft HGL Elevation Upstream HGL Slope = 49.5952 ft = 0.02 % EGL Elevation Downstream = 49.5978 ft EGL Elevation Upstream = 49.6015 ft EGL Slope = 0.02 % Critical Depth - 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.47 ft /s Uniform Velocity Upstream = 2.47 ft /s Area Downstream = 0.79 ft "2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream 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 Gutter Flow = 0.00 cfs = 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 = + % 68 Grate Efficiency = • $ Slot Efficiency = + Total Efficiency = 0.00 8 0 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 = HOPE Pipe Length = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning -s 'In" = 0.013 Pipe Capacity at Invert Slope = 2.55 cfs Invert Elevation Downstream = 43.7400 ft Invert Elevation Upstream = 43.8700 ft Invert Slope = 0.518 Invert Slope (Plan Length) = 0.51* Rim Elevation Downstream = 50.9200 ft Rim Elevation Upstream = 49.2178 ft Natural Ground Slope = -6.74% Crown Elevation Downstream = 44.7400 ft Crown Elevation Upstream = 44.8700 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow - 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.00 min Total Intensity - 12.40 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.55 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5952 ft HGL Elevation Upstream = 49.6002 ft HGL Slope = 0.02 t EGL Elevation Downstream = 49.6015 ft EGL Elevation Upstream = 49.6065 ft EGL Slope = 0.02 8 Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 rg Width Intercept Efficiency = 0.0000 ft - • ; Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs 69 Gutter Flow = 0.00 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 = + g Grate Efficiency + g Slot Efficiency = + g 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 = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning -s "n" = 0.013 Pipe Capacity at Invert Slope = 2.45 cfs Invert Elevation Downstream = 43.8700 ft Invert Elevation Upstream = 43.9900 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 49.2178 ft Rim Elevation Upstream = 47.5157 ft Natural Ground Slope = -6.74% Crown Elevation Downstream = 44.8700 ft Crown Elevation Upstream = 44.9900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.34 min Total Intensity = 12.87 in /hr Total Rational Flow = 0.00 cfa Total Flow = 0.50 cfs Uniform Capacity = 2.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6002 ft HGL Elevation Upstream = 49.6051 ft HGL Slope = 0.02 EGL Elevation Downstream = 49.6065 ft EGL Elevation Upstream = 49.6115 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.45 ft /s Uniform Velocity Upstream = 2.45 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 11 Inlet Description = <None> Inlet Type = Undefined Computation Case Longitudinal Slope = Sag = 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 70 Intercept Efficiency = + g 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 = • 5 Grate Efficiency = w g Slot Efficiency = t % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 26 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 26 Downstream Pipe = Pipe 25 Pipe Material = HDPE Pipe Length = 7.7501 ft Plan Length = 8.5000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 2.56 cfs Invert Elevation Downstream = 43.9900 ft Invert Elevation Upstream = 44.0300 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.47W Rim Elevation Downstream = 47.5157 ft Rim Elevation Upstream = 46.8424 ft Natural Ground Slope = -8.69% Crown Elevation Downstream Crown Elevation Upstream = 44.9900 ft = 45.0300 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.12 min Total Intensity = 13.03 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6051 ft HGL Elevation Upstream = 49.6067 ft HGL Slope = 0.02 % EGL Elevation Downstream = 49.6115 ft EGL Elevation Upstream = 49.6130 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.79 ft°2 Area Upstream = 0.79 ft"2 C= (ula Calculated Junction Lose 0. = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 12 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag 71 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 j\ 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 8 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 = 3.5000 ft Plan Length = 4.5000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.69 cfs Invert Elevation Downstream = 44.4800 ft Invert Elevation Upstream = 44.5000 ft Invert Slope = 0.574 Invert Slope (Plan Length) = 0.448 Rim Elevation Downstream = 46.8424 ft Rim Elevation Upstream = 46.5278 ft Natural Ground Slope = -8.998 Crown Elevation Downstream = 45.4800 ft Crown Elevation Upstream = 45.5000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.69 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6067 ft HGL Elevation Upstream = 49.6074 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 49.6130 ft EGL Elevation Upstream = 49.6137 ft EGL Slope = 0.02 8 Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.62 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.79 ft ^2 Area Upstream - 0.79 ft^2 Kj (JLC) = NA 72 t • 73 Calculated Junction Loss = 0.010 ft - -- -INLET INFORMATION--- - 0 Downstream Inlet Inlet Description = CB2 7 = <None> Inlet Type = Undefined Computation Case = Sag C 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 = * g Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 t t • 73 • • 100 -YEAR ANALYSIS HGL AT CRITICAL DEPTH 74 75 User Name: mpompa Date: 07 -17 -07 Project: 1786 OFFSITE STORM DRAIN Time: 14:47:50 Network: 01 - STORM DRAIN critical run Page: 1 • ------------- - - -- -- Storm - Sewers- Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junct, cfs in ft ft ft ft Pipe 1 23.50 24.00 35.5813 36.3213 34.2200 34.9600 Outfall Pipe 1 -A 23.50 24.00 36.6812 39.3070* 34.9600 35.7600 CONC COLLAR 1 Pipe 2 23.50 24.00 39.3570* 42.3216* 35.8100 36.5900 MH1 1 Pipe 3 47.00 36.00 42.3616* 42.4337* 36.6400 36.7800 MH1 2 Pipe 4 41.10 36.00 42.6037* 42.7676* 36.7800 37.1800 WYE 1 Pipe 4 -A 34.50 36.00 43.0276* 43.3983* 37.2200 38.5500 MH2 3 Pipe 5 34.50 36.00 43.3983* 43.4601* 38.5500 38.9000 CONC COLLAR 1 Pipe 6 34.50 36.00 43.6401* 43.7119* 38.9400 39.1600 MH2 4 Pipe 7 29.40 36.00 43.8019* 43.8327* 39.1600 39.3000 WYE 2 Pipe 8 15.00 24.00 44.0327* 45.0050* 40.3000 42.3400 MH3 5 Pipe 9 15.00 24.00 45.1250* 45.1592* 42.3400 42.4100 BEND 1 Pipe 10 13.80 24.00 45.2492* 45.3861* 42.4100 42.7500 WYE 3 Pipe 11 9.40 24.00 45.4561* 45.4845* 42.7500 42.9000 WYE 4 Pipe 12 9.40 24.00 45.4945* 45.7525 42.9300 44.4800 MH1 6 Pipe 13 9.40 24.00 45.8025 49.0758 44.4800 47.9800 BEND 2 Pipe 14 4.90 18.00 49.3314 49.4805 48.4800 48.5700 CB1 4 Pipe 15 4.90 18.00 49.6005 50.0762 48.5700 49.2100 BEND 3 Pipe 16 1.60 18.00 50.0762 50.0736 49.2100 49.2900 WYE 5 Pipe 17 1.60 18.00 50.0836 50.0786 49.2900 49.3400 BEND 4 Pipe 18 8.40 18.00 42.6037* 44.7226 37.6000 43.3600 WYE 1 Pipe 19 6.60 24.00 43.0276* 43.0400* 38.7200 39.5000 MH2 3 Pipe 20 20.30 30.00 44.0327* 44.5433* 39.8000 41.9000 MH3 5 Pipe 21 20.00 24.00 44.7433* 48.4664 42.4000 46.8600 MH3 7 Pipe 22 20.00 24.00 48.6864 49.3976* 46.8600 46.9500 BEND 5 Pipe 23 1.60 12.00 45.2492* 45.3160* 42.4100 42.7400 WYE 3 Pipe 24 1.60 12.00 45.3360* 45.3800* 42.7400 42.9600 BEND 6 Pipe 25 1.60 12.00 45.4000* 45.5848* 42.9600 43.8800 BEND 7 Pipe 26 3.50 18.00 50.0762 50.1662 49.2100 49.3700 WYE 5 Pipe 27 0.50 12.00 44.7433* 44.7463* 43.4000 43.4900 MH3 7 Pipe 28 0.50 12.00 44.7463* 44.7525* 43.4900 43.6500 BEND 8 Pipe 29 0.50 12.00 44.7525* 44.7562* 43.6500 43.7400 BEND 9 Pipe 30 0.5D 12.00 44.7562* 44.7597 43.7400 43.8700 BEND 10 Pipe 31 0.50 12.00 44.7597 44.7613 43.8700 43.9900 BEND 11 Pipe 32 0.50 12.00 44.7613 44.7580 43.9900 44.0300 BEND 12 Pipe 33 0.50 12.00 44.7732 44.8053 44.4800 44.5000 CB1 9 75 User Name: mpompa Project: 1786 OFFSITE STORM DRAIN Network: 01 - • _ Storm Sewers Detail Report Date: 07 -17 -07 Time: 14:48:06 Page: 1 _C_ PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = RCP Pipe Length = 44.5895 ft Plan Length = 44.5834 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n' = 0.013 Pipe Capacity at Invert Slope = 29.13 cfs Invert Elevation Downstream = 34.2200 ft Invert Elevation Upstream = 34.9600 ft Invert Slope = 1.668 Invert Slope (Plan Length) = 1.668 Rim Elevation Downstream = 34.2200 ft Rim Elevation Upstream = 41.2700 ft Natural Ground Slope = 15.818 Crown Elevation Downstream = 36.2200 ft Crown Elevation Upstream = 36.9600 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 = 23.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 6.09 min Total Intensity = 9.79 in /hr Total Rational Flow = 0.00 cfs Total Flow = 23.50 cfs Uniform Capacity = 29.13 cfs Skipped flow = 0.00 cfa Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 35.5813 ft HGL Elevation Upstream = 36.3213 ft HGL Slope = 1.66 8 EGL Elevation Downstream = 37.2368 ft EGL Elevation Upstream = 37.9768 ft EGL Slope = 1.66 8 Critical Depth = 20.6544 in Depth Downstream = 16.3359 in Depth Upstream = 16.3359 in Velocity Downstream = 10.32 ft /s Velocity Upstream = 10.32 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 10.32 ft /s Area Downstream = 2.28 ft^2 Area Upstream = 2.28 ft^2- Kj (JLC) = NA Calculated Junction Loss = 0.360 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 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 = i 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 76 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 = + g Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 1 -A - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 -A Downstream Pipe = Pipe 1 Pipe Material = RCP Pipe Length = 236.5086 ft Plan Length = 239.2573 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.15 cfs Invert Elevation Downstream = 34.9600 ft Invert Elevation Upstream = 35.7600 ft Invert Slope = 0.34% Invert Slope (Plan Length) = 0.33% Rim Elevation Downstream = 41.2700 ft Rim Elevation Upstream = 40.2500 ft Natural Ground Slope = -0.438 Crown Elevation Downstream = 36.9600 ft Crown Elevation Upstream = 37.7600 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient Inlet Time = 0.000 = 0.00 min f' Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 23.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration - 5.58 min Total Intensity = 10.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 23.50 cfs Uniform Capacity = 13.15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 36.6812 ft HGL Elevation Upstream = 39.3070 ft HGL Slope = 1.11 % EGL Elevation Downstream = 37.7193 ft EGL Elevation Upstream = 40.1770 ft EGL Slope = 1.04 $ Critical Depth = 20.6544 in Depth Downstream = 20.6544 in Depth Upstream = 24.0000 in Velocity Downstream = 8.17 ft /s Velocity Upstream = 7.48 ft /s Uniform Velocity Downstream = 7.48 ft /s Uniform Velocity Upstream = 7.48 ft /s Area Downstream = 2.88 ft"2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = CONC COLLAR 1 Inlet Description Inlet Type = <None> = 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 77 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 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 -A Pipe Material = RCP Pipe Length = 274.6055 ft Plan Length = 279.8739 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning -s "n" = 0.013 Pipe Capacity at Invert Slope = 12.05 cfs Invert Elevation Downstream = 35.8100 ft Invert Elevation Upstream = 36.5900 ft Invert Slope = 0.28% Invert Slope (Plan Length) = 0.28% Rim Elevation Downstream = 40.2500 ft Rim Elevation Upstream = 44.6700 ft Natural Ground Slope = 1.61% Crown Elevation Downstream = 37.8100 ft Crown Elevation Upstream = 38.5900 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 = 23.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.96 min Total Intensity = 10.26 in /hr Total Rational Flow = 0.00 cfs Total Flow = 23.50 cfs Uniform Capacity = 12.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 39.3570 ft HGL Elevation Upstream = 42.3216 ft HGL Slope = 1.08 % EGL Elevation Downstream = 40.2270 ft EGL Elevation Upstream = 43.1916 ft EGL Slope = 1.08 % Critical Depth = 20.6544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 7.48 ft /s Velocity Upstream = 7.48 ft /s Uniform Velocity Downstream = 7.48 ft /s Uniform Velocity Upstream = 7.48 ft /s Area Downstream Area Upstream ='3.14 ft"2 = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.040 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 78 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 = * g 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 = * g Grate Efficiency = * } Slot Efficiency = * 9, 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 = RCP Pipe Length = 14.5124 ft Plan Length = 16.5472 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 65.48 cfs Invert Elevation Downstream = 36.6400 ft Invert Elevation Upstream = 36.7800 ft Invert Slope = 0.96% Invert Slope (Plan Length) = 0.85% Rim Elevation Downstream = 44.6700 ft Rim Elevation Upstream = 44.8580 ft Natural Ground Slope = 1.308 Crown Elevation Downstream = 39.6400 ft Crown Elevation Upstream = 39.7800 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 = 47.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.92 min Total Intensity = 10.28 in /hr Total Rational Flow = 0.00 cfs Total Flow = 47.00 cfs Uniform Capacity = 65.48 cfs Skipped flow = 0.00 cfe Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.3616 ft HGL Elevation Upstream = 42.4337 ft HGL Slope = 0.50 % EGL Elevation Downstream = 43.0490 ft EGL Elevation Upstream = 43.1211 ft EGL Slope = 0.50 * Critical Depth Depth Downstream = 26.8020 in = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 6.65 ft /s Velocity Upstream = 6.65 ft /s Uniform Velocity Downstream = 10.08 ft /s Uniform Velocity Upstream = 10.08 ft /s Area Downstream = 7.07 ft "2 79 Area Upstream = 7.07 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.170 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 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 = + g 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 = • g Grate Efficiency = r 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 = RCP Pipe Length = 43.1477 ft Plan Length = 45.1458 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 64.19 cfs Invert Elevation Downstream = 36.7800 ft Invert Elevation Upstream = 37.1800 ft Invert Slope = 0.93% Invert Slope (Plan Length) - 0.89W Rim Elevation Downstream = 44.8580 ft Rim Elevation Upstream = 45.4679 ft Natural Ground Slope = 1.41% Crown Elevation Downstream = 39.7800 ft Crown Elevation Upstream = 40.1800 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 = 41.10 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.79 min Total Intensity = 10.34 in /hr Total Rational Flow = 0.00 cfs Total Flow = 41.10 cfs Uniform Capacity = 64.19 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.6037 ft HGL Elevation Upstream = 42.7676 ft HGL Slope = 0.38 8 EGL Elevation Downstream = 43.1293 ft EGL Elevation Upstream = 43.2932 ft EGL Slope = 0.38 % Critical Depth = 25.0596 in 80 Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 5.81 ft /s Velocity Upstream = 5.81 ft /s Uniform Velocity Downstream = 9.64 ft /s Uniform Velocity Upstream = 9.64 ft /s Area Downstream = 7.07 ft"2 (` Area Upstream = 7.07 ft ^2 K7 (JLC) = NA Calculated Junction Loss = 0.260 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE I 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 = • g 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 W �ro PIPE DESCRIPTION: Pipe 4 -A 1 -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 -A Downstream Pipe = Pipe 4 Pipe Material = RCP Pipe Length = 138.5330 ft Plan Length = 140.5600 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 65.32 cfs Invert Elevation Downstream = 37.2200 ft Invert Elevation Upstream = 38.5500 ft Invert Slope = 0.96% Invert Slope (Plan Length) = 0.95% Rim Elevation Downstream = 45.4679 ft Rim Elevation Upstream = 48.6300 ft Natural Ground Slope = 2.28% Crown Elevation Downstream = 40.2200 ft Crown Elevation Upstream = 41.5500 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.31 min Total Intensity = 10.55 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 65.32 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - 81 HGL Elevation Downstream = 43.0276 ft HGL Elevation Upstream = 43.3983 ft HGL Slope = 0.27 4 EGL Elevation Downstream = 43.3979 ft EGL Elevation Upstream = 43.7687 ft EGL Slope = 0.27 $ C Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform velocity Downstream = 9.37 ft /s Uniform Velocity Upstream = 9.37 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 MH2 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 = • g Grate Efficiency = • g Slot Efficiency = r g Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 -A Pipe Material = RCP Pipe Length = 23.1127 ft Plan Length = 25.1100 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 82.04 cfs Invert Elevation Downstream = 38.5500 ft Invert Elevation Upstream = 38.9000 ft Invert Slope = 1.51$ Invert Slope (Plan Length) = 1.398 Rim Elevation Downstream = 48.6300 ft Rim Elevation Upstream = 50.4511 ft Natural Ground Slope = 7.88% Crown Elevation Downstream = 41.5500 ft Crown Elevation Upstream = 41.9000 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.22 min Total Intensity = 10.59 in /hr 82 Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 82.04 cfs Skipped flow = 0.00 cfs 0 Infiltration = 0.00 gpd ---- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.3983 ft HGL Elevation Upstream = 43.4601 ft HGL Slope = 0.27 % EGL Elevation Downstream = 43.7687 ft EGL Elevation Upstream = 43.8305 ft EGL Slope = 0.27 % Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 11.11 ft /s Uniform Velocity Upstream = 11.11 ft /s Area Downstream = 7.07 ft ^2 Area Upstream = 7.07 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.180 ft - -- -INLET INFORMATION--- - Downstream Inlet = CONC COLLAR 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 = + 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 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 = 26.8075 ft Plan Length = 28.8869 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning , s -n" = 0.013 Pipe Capacity at Invert Slope = 60.40 cfs Invert Elevation Downstream = 38.9400 ft Invert Elevation Upstream = 39.1600 ft Invert Slope = 0.828 Invert Slope (Plan Length) = 0.76% Rim Elevation Downstream = 50.4511 ft Rim Elevation Upstream = 51.9928 ft Natural Ground Slope = 5.758 Crown Elevation Downstream = 41.9400 ft Crown Elevation Upstream = 42.1600 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr 83 Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area Weighted Coefficient = 0.00 ac = 0.000 Total Time of Concentration = 4.12 min Total Intensity = 10.64 in /hr (\ Total Rational Flow = 0.00 cfs _. Total Flow = 34.50 cfs Uniform Capacity = 60.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ---- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.6401 ft HGL Elevation Upstream = 43.7119 ft HGL Slope = 0.27 % EGL Elevation Downstream = 44.0105 ft EGL Elevation Upstream = 44.0822 ft EGL Slope = 0.27 $ Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 8.83 ft /s Uniform Velocity Upstream = 8.83 ft /s Area Downstream = 7.07 ft^2 Area Upstream = 7.07 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.090 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH2 4 Inlet Description = <Nones 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 = * g Flow from Catchment = 0.00 cfa 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 = * g 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 = 15.8612 ft Plan Length = 16.9856 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 62.64 cfs Invert Elevation Downstream = 39.1600 ft Invert Elevation Upstream = 39.3000 ft Invert Slope = 0.88* Invert Slope (Plan Length) = 0.74* Rim Elevation Downstream = 51.9928 ft Rim Elevation Upstream = 51.6850 ft Natural Ground Slope = -1.94% Crown Elevation Downstream = 42.1600 ft 84 Crown Elevation Upstream = 42.3000 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 = 29.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.05 min Total Intensity = 10.68 in /hr Total Rational Flow = 0.00 cfs Total Flow = 29.40 cfs Uniform Capacity = 62.64 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.8019 ft HGL Elevation Upstream = 43.8327 ft HGL Slope 0.19 % EGL Elevation Downstream = 44.0708 ft EGL Elevation Upstream = 44.1017 ft EGL Slope = 0.19 % Critical Depth 21.0744 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.16 ft /s Velocity Upstream = 4.16 ft /s Uniform Velocity Downstream = 8.72 ft /s Uniform Velocity Upstream = 8.72 ft /s Area Downstream = 7.07 ft°2 Area Upstream = 7.07 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 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 = « g Grate Efficiency = • Slot Efficiency = • g 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 = 221.0512 ft Plan Length = 223.3331 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 21.72 cfs invert Elevation Downstream = 40.3000 ft 85 Invert Elevation Upstream = 42.3400 ft Invert Slope = 0.928 Invert Slope (Plan Length) = 0.918 Rim Elevation Downstream Rim Elevation Upstream = 51.6850 ft = 52.1562 ft Natural Ground Slope = 0.218 Crown Elevation Downstream = 42.3000 ft C Crown Elevation Upstream = 44.3400 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.03 min Total Intensity = 11.75 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 21.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ---- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.0327 ft HGL Elevation Upstream = 45.0050 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 44.3871 ft EGL Elevation Upstream = 45.3594 ft EGL Slope = 0.44 $ Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 8.09 ft /s Uniform Velocity Upstream = 7.46 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.120 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = + 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 = + 8 Grate Efficiency = . 8 Slot Efficiency = • 8 Total Efficiency = 0.00 8 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 86 Pipe Length = 7.7708 ft Plan Length = 7.7705 ft Pipe Type = Circular Pipe Dimensions = 24.00 in • Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 21.46 cfs Invert Elevation Downstream = 42.3400 ft (` Invert Elevation Upstream = 42.4100 ft Invert Slope = 0.908 Invert Slope (Plan Length) = 0.908 Rim Elevation Downstream = 52.1562 ft Rim Elevation Upstream = 52.0193 ft Natural Ground Slope = -1.768 Crown Elevation Downstream = 44.3400 ft Crown Elevation Upstream = 44.4100 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.00 min Total Intensity = 11.77 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfa Uniform Capacity = 21.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.1250 ft HGL Elevation Upstream = 45.1592 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 45.4794 ft EGL Elevation Upstream = 45.5136 ft EGL Slope = 0.44 % •1 Critical Depth = 16.7544 in I Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 7.39 ft /s Uniform Velocity Upstream = 7.39 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.090 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 = * 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 Curb Efficiency = 0.00 ft /s = * 8 b Grate Efficiency = * 8 Slot Efficiency = * 8 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 30 - - -- RAINFALL INFORMATION--- - 87 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Downstream Pipe = Pipe 9' Pipe Material = HDPE Pipe Length = 36.7735 ft Plan Length = 36.7720 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 21.74 cfs Invert Elevation Downstream = 42.4100 ft Invert Elevation Upstream = 42.7500 ft Invert Slope = 0.92* Invert Slope (Plan Length) = 0.92% Rim Elevation Downstream = 52.0193 ft Rim Elevation Upstream = 51.8051 ft Natural Ground Slope = -0.588 Crown Elevation Downstream = 44.4100 ft Crown Elevation Upstream = 44.7500 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 = 13.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.86 min Total Intensity = 11.85 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.80 cfs Uniform Capacity = 21.74 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.2492 ft HGL Elevation Upstream = 45.3861 ft HGL Slope = 0.37 t EGL Elevation Downstream = 45.5492 ft EGL Elevation Upstream = 45.6861 ft EGL Slope = 0.37 % Critical Depth = 16.0560 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.39 ft /s Velocity Upstream = 4.39 ft /s Uniform Velocity Downstream = 7.33 ft /s Uniform Velocity Upstream = 7.33 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.070 ft - -- -INLET INFORMATION--- - 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 88 Curb Efficiency = • Grate Efficiency = • Slot Efficiency = w g Total Efficiency PIPE DESCRIPTION: Pipe 11 = 0.00 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDpE Pipe Length = 16.4799 ft Plan Length = 18.4792 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning -s "n" = 0.013 Pipe Capacity at Invert Slope = 21.57 cfs Invert Elevation Downstream = 42.7500 ft Invert Elevation Upstream = 42.9000 ft Invert Slope = 0.91* Invert Slope (Plan Length) = 0.81t Rim Elevation Downstream = 51.8051 ft Rim Elevation Upstream = 51.9869 ft Natural Ground Slope = 1.10% Crown Elevation Downstream = 44.7500 ft Crown Elevation Upstream = 44.9000 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 = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.76 min Total Intensity = 11.92 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.4561 ft HGL Elevation Upstream = 45.4845 ft HGL Slope = 0.17 % EGL Elevation Downstream = 45.5953 ft EGL Elevation Upstream = 45.6237 ft EGL Slope = 0.17 % Critical Depth = 13.1496 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 = 6.63 ft /s Uniform Velocity Upstream = 6.63 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.010 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 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 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 89 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 = • 8 Grate Efficiency = + g Slot Efficiency = • g 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 Pipe Material = HDpE Pipe Length = 170.0486 ft Plan Length = 172.5164 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 21.59 cfs Invert Elevation Downstream = 42.9300 ft Invert Elevation Upstream = 44.4800 ft Invert Slope = 0.91% Invert Slope (Plan Length) = 0.90$ Rim Elevation Downstream - 51.9869 ft Rim Elevation Upstream = 53.1567 ft Natural Ground Slope = 0.69% Crown Elevation Downstream = 44.9300 ft Crown Elevation Upstream = 46.4800 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 = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.99 min Total Intensity = 12.41 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.59 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.4945 ft HGL Elevation Upstream = 45.7525 ft HGL Slope = 0.15 % EGL Elevation Downstream = 45.6337 ft EGL Elevation Upstream = 46.0613 ft EGL Slope = 0.25 8 Critical Depth = 13.1496 in Depth Downstream = 24.0000 in Depth Upstream = 15.2695 in Velocity Downstream = 2.99 ft /s Velocity Upstream = 4.46 ft /s Uniform Velocity Downstream = 6.64 ft /s Uniform Velocity Upstream = 6.64 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 2.11 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 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 90 Ponding Width = 0.0000 ft Intercept Efficiency = • % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs 0 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--- - Current Pipe = Pipe 13 Downstream Pipe = Pipe 12 Pipe Material = HDPE Pipe Length = 40.5817 ft Plan Length = 41.9305 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning,s n-, = 0.013 Pipe Capacity at Invert Slope = 66.41 cfs Invert Elevation Downstream = 44.4800 ft Invert Elevation Upstream = 47.9800 ft Invert Slope = 8.66% Invert Slope (Plan Length) = 8.35% Rim Elevation Downstream = 53.1567 ft Rim Elevation Upstream = 53.5675 ft Natural Ground Slope = 1.01% . Crown Elevation Downstream = 46.4800 ft Crown Elevation Upstream = 49.9800 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 = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.84 min Total Intensity = 12.51 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 66.41 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream - 45.8025 ft HGL Elevation Upstream = 49.0758 ft HGL Slope = 8.10 % EGL Elevation Downstream = 46.0852 ft EGL Elevation Upstream = 49.5182 ft EGL Slope = 8.49 % Critical Depth = 13.1496 in Depth Downstream = 15.8695 in Depth Upstream = 13.1496 in Velocity Downstream = 4.26 ft /s Velocity Upstream = 5.33 ft /s Uniform Velocity Downstream = 14.96 ft /s Uniform Velocity Upstream = 14.96 ft /s Area Downstream = 2.20 ft "2 Area Upstream = 1.76 ft"2 ( NA C= Calculated ted Junction Loss = 0.256 ft 0. - -- -INLET INFORMATION--- - Downstream Inlet = BEND 2 Inlet Description - <None> Inlet Type = Undefined 91 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 C 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--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 14 Downstream Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 18.3843 Plan Length = 19.8847 Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n,- = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream = 48.4800 Invert Elevation Upstream Invert Slope = 48.5700 = 0.49$ Invert Slope (Plan Length) = 0.45W Rim Elevation Downstream = 53.5675 Rim Elevation Upstream = 53.5163 Natural Ground Slope = -0.28% Crown Elevation Downstream = 49.9800 Crown Elevation Upstream = 50.0700 - -- -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 = 4.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.77 min Total Intensity = 12.56 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.3314 HGL Elevation Upstream = 49.4805 HGL Slope = 0.81 % EGL Elevation Downstream = 49.6797 EGL Elevation Upstream = 49.7768 EGL Slope = 0.53 % Critical Depth = 10.2168 in Depth Downstream = 10.2168 in Depth Upstream - 10.9255 in Velocity Downstream = 4.73 ft /s Velocity Upstream = 4.37 ft /s Uniform Velocity Downstream = 4.45 ft /s Uniform Velocity Upstream = 4.45 ft /s Area Downstream = 1.04 ft "2 Area Upstream = 1.12 ft "2 92 Kj (JLC) = NA Calculated Junction Loss = 0.120 - -- -INLET INFORMATION--- - Downstream Inlet = CB1 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 Ponding Width = 0.0000 Intercept Efficiency = * 3 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 Total Spread = 0.0000 Gutter Velocity = 0.00 ft /s Curb Efficiency = + g Grate Efficiency = + Slot Efficiency = + g 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 = 127.5681 ft Plan Length = 127.5665 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning,s 'In" = 0.013 Pipe Capacity at Invert Slope = 7.44 cfs Invert Elevation Downstream = 48.5700 ft Invert Elevation Upstream = 49.2100 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.508 Rim Elevation Downstream = 53.5163 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 0.49% Crown Elevation Downstream = 50.0700 ft Crown Elevation Upstream = 50.7100 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 = 4.90 cfs Inlet Hydrograph Flow - 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.26 min Total Intensity = 12.92 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.44 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream = 49.6005 ft = 50.0762 ft HGL Slope = 0.37 % EGL Elevation Downstream = 49.8233 ft EGL Elevation Upstream = 50.4102 ft EGL Slope = 0.46 t Critical Depth = 10.2168 in Depth Downstream = 12.3655 in 93 Depth Upstream = 10.3949 in Velocity Downstream = 3.79 ft /s Velocity Upstream = 4.63 ft /s Uniform Velocity Downstream = 4.50 ft /s Uniform Velocity Upstream = 4.50 ft /s Area Downstream = 1.29 ft ^2 Area Upstream = 1.06 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 3 Inlet Description = cNone> 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 16 •_` ---- RAINFALL INFORMATION--- - Return Period Rainfall File = 100 Year = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 16 Downstream Pipe - Pipe 15 Pipe Material = HDPE Pipe Length = 16.2248 ft Plan Length = 16.2246 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 7.37 cfs Invert Elevation Downstream = 49.2100 ft Invert Elevation Upstream = 49.2900 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.498 Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.3835 ft Natural Ground Slope = 1.528 Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.7900 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 = 1.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.09 min Total Intensity = 13.05 in /hr Total Rational Flow Total Flow = 0.00 cfs = 1.60 cfs Uniform Capacity = 7.37 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0762 ft 94 HGL Elevation Upstream - 50.0736 ft HGL Slope = -0.02 4 EGL Elevation Downstream = 50.1118 ft EGL Elevation Upstream = 50.1193 ft EGL Slope = 0.05 % Critical Depth = 5.7024 in Depth Downstream = 10.3949 in C Depth Upstream = 9.4036 in Velocity Downstream = 1.51 ft /s Velocity Upstream - 1.71 ft /s Uniform Velocity Downstream = 4.12 ft /s Uniform Velocity Upstream = 3.33 ft /s Area Downstream = 1.06 ft "2 Area Upstream = 0.93 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.010 ft - -- -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 = + g 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 = . jr Grate Efficiency = . 96 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 = 9.2501 ft Plan Length = 10.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.72 cfs Invert Elevation Downstream = 49.2900 ft Invert Elevation Upstream = 49.3400 ft Invert Slope = 0.544 Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 54.3835 ft Rim Elevation Upstream = 54.3074 ft Natural Ground Slope = -0.82% Crown Elevation Downstream = 50.7900 ft Crown Elevation Upstream = 50.8400 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 Inlet Input Flow - 0.00 cfs = 1.60 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 95 Total Flow = 1.60 cfs Uniform Capacity = 7.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0836 ft HGL Elevation Upstream = 50.0786 £t HGL Slope = -0.05 8 EGL Elevation Downstream = 50.1278 ft EGL Elevation Upstream = 50.1317 ft EGL Slope = 0.04 8 Critical Depth = 5.7024 in Depth Downstream = 9.5236 in Depth Upstream = 8.8638 in Velocity Downstream = 1.69 ft /s Velocity Upstream = 1.85 ft /s Uniform Velocity Downstream = 3.45 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.95 ft^2 Area Upstream = 0.87 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = SEND 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 = • 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 Gutter Flow = 0.00 cfs = 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 = + g Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall Pile = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 18 Downstream Pipe - Pipe 3 Pipe Material = RCP Pipe Length = 110.6800 ft Plan Length = 119.5300 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 23.95 cfs Invert Elevation Downstream = 37.6000 ft Invert Elevation Upstream = 43.3600 ft Invert Slope = 5.218 Invert Slope (Plan Length) = 4.828 Rim Elevation Downstream = 44.8580 ft Rim Elevation Upstream = 48.8527 ft Natural Ground Slope = 3.618 Crown Elevation Downstream = 39.1000 ft Crown Elevation Upstream = 44.8600 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 Plow = 0.00 cfs 96 Inlet Input Flow = 8.40 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 = 8.40 cfs Uniform Capacity = 23.95 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.6037 ft HGL Elevation Upstream = 44.7226 ft HGL Slope = 1.92 % EGL Elevation Downstream = 42.9550 ft EGL Elevation Upstream = 45.2676 ft EGL Slope = Y.09 % Critical Depth = 13.4730 in Depth Downstream = 18.0000 in Depth Upstream = 13.4730 in Velocity Downstream = 4.75 ft /s Velocity Upstream = 5.92 ft /s Uniform Velocity Downstream = 18.28 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft ^2 Area Upstream = 1.42 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.440 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 Intercept Efficiency = 0.0000 ft = + g 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 = • g 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 4 Pipe Material = RCP Pipe Length = 7.2867 ft Plan Length = 10.9500 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 73.98 cfs Invert Elevation Downstream = 38.7200 ft Invert Elevation Upstream = 39.5000 ft • Invert Slope = 10.771 Invert Slope (Plan Length) = 7.12% Rim Elevation Downstream = 45.4679 ft Rim Elevation Upstream = 45.9625 ft Natural Ground Slope = 6.79% Crown Elevation Downstream = 40.7200 ft Crown Elevation Upstream = 41.5000 ft 97 - -- -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 = 6.60 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 = 6.60 cfs Uniform Capacity = 73.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.0276 ft HGL Elevation Upstream = 43.0400 ft HGL Slope = 0.17 8 EGL Elevation Downstream = 43.0962 ft EGL Elevation Upstream = 43.1086 ft EGL Slope = 0.17 $ Critical Depth = 10.9272 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 2.10 ft /s Velocity Upstream = 2.10 ft /s Uniform Velocity Downstream = 22.54 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 = 0.090 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH2 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 = * g 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 = * g Slot Efficiency = * g Total Efficiency = 0.00 3 PIPE DESCRIPTION: Pipe 20 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe - Pipe 20 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length = 208.4060 ft Plan Length = 212.8200 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Mannings "n" = 0.013 Pipe Capacity at Invert Slope = 41.16 cfs Invert Elevation Downstream = 39.8000 ft Invert Elevation Upstream = 41.9000 ft 98 Invert Slope = 1.01% Invert Slope (Plan Length) = 0.99% Rim Elevation Downstream = 51.6850 ft Rim Elevation Upstream Natural Ground Slope = 52.0228 ft = 0.16% Crown Elevation Downstream = 42.3000 ft Crown Elevation Upstream = 44.4000 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 = 20.30 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 = 20.30 cfs Uniform Capacity = 41.16 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.0327 ft HGL Elevation Upstream = 44.5433 ft HGL Slope = 0.25 % EGL Elevation Downstream = 44.2986 ft EGL Elevation Upstream = 44.8092 ft EGL Slope = 0.25 % Critical Depth = 18.3630 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 4.14 ft /s Velocity Upstream = 4.14 ft /s Uniform velocity Downstream = 8.36 ft /s Uniform Velocity Upstream = 8.36 ft /s Area Downstream = 4.91 ft ^2 Area Upstream = 4.91 ft "2 III Kj (JLC) Calculated Junction Loss = NA = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = r % 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 = 18.8828 ft 99 - -- -FLOW INFORMATION--- - Plan Length = 20.3600 ft Runoff Coefficient Pipe Type = Circular = 0.00 min Inlet Intensity Pipe Dimensions = 24.00 in = 0.00 cfs Inlet Input Flow Pipe Manning's "n" Pipe Capacity at invert Slope = 0.013 - 109.90 cfs Total Area Invert Elevation Downstream = 42.4000 ft Total Time of Concentration Invert Elevation Upstream = 46.8600 ft C Invert Slope = 24.318 = 20.00 cfs Uniform Capacity invert Slope (Plan Length) = 21.91% = 0.00 cfs Infiltration Rim Elevation Downstream = 52.0228 ft Pavement Flow Rim Elevation Upstream = 51.9212 ft Depth at Curb Natural Ground Slope = -0.54% = 0.0000 in Pavement Spread Crown Elevation Downstream = 44.4000 ft Gutter Velocity Crown Elevation Upstream = 48.8600 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 = 20.00 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 = 20.00 cfs Uniform Capacity = 109.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7433 ft HGL Elevation Upstream = 48.4664 ft HGL Slope = 20.29 % EGL Elevation Downstream = 45.3734 ft EGL Elevation Upstream = 49.3166 ft EGL Slope - 21.49 $ Critical Depth = 19.2768 in Depth Downstream = 24.0000 in Depth Upstream = 19.2768 in Velocity Downstream = 6.37 ft /s Velocity Upstream = 7.40 ft /s Uniform Velocity Downstream = 26.60 ft /s Uniform Velocity Upstream = 26.60 ft /s Area Downstream = 3.14 ft°2 Area Upstream = 2.70 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.220 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = • 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 = • g Grate Efficiency = + g Slot Efficiency = w Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 22 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year 100 Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 22 Downstream Pipe = Pipe 21 Pipe Material = HDPE Pipe Length = 18.1102 ft Plan Length = 27.6100 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at invert Slope = 15.94 cfs Invert Elevation Downstream = 46.8600 ft Invert Elevation Upstream = 46.9500 ft Invert Slope = 0.50% Invert Slope (Plan Length) - 0.33W Rim Elevation Downstream = 51.9212 ft Rim Elevation Upstream = 51.9992 ft Natural Ground Slope = 0.43% Crown Elevation Downstream = 48.8600 ft Crown Elevation Upstream = 48.9500 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 = 20.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.00 cfs Uniform Capacity - 15.94 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.6864 ft HGL Elevation Upstream HGL Slope = 49.3976 ft = 3.93 % EGL Elevation Downstream = 49.3733 ft EGL Elevation Upstream = 50.0568 ft EGL Slope = 3.77 'Critical Depth = 19.2768 in Depth Downstream = 21.9168 in Depth Upstream = 22.6480 in Velocity Downstream = 6.65 ft /s Velocity Upstream = 6.51 ft /s Uniform Velocity Downstream = 6.37 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.01 ft^2 Area Upstream = 3.07 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.850 ft - -- -INLET INFORMATION--- - 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 = • g 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 Plow = 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 = • % 101 Grate Efficiency = w % Slot Efficiency = • % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 23 -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 23 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 33.0960 ft Plan Length = 33.0943 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 3.56 cfs Invert Elevation Downstream - 42.4100 ft Invert Elevation Upstream = 42.7400 ft Invert Slope = 1.00% Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 52.0193 ft Rim Elevation Upstream = 51.9482 ft Natural Ground Slope = -0.21% Crown Elevation Downstream = 43.4100 ft Crown Elevation Upstream = 43.7400 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 = 1.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.93 min Total Intensity = 12.45 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.60 cfs Uniform Capacity = 3.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.2492 ft HGL Elevation Upstream = 45.3160 ft HGL Slope = 0.20 % EGL Elevation Downstream = 45.3137 ft EGL Elevation Upstream = 45.3805 ft EGL Slope = 0.20 8 Critical Depth = 6.4452 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 2.04 ft /s Velocity Upstream = 2.04 ft /s Uniform Velocity Downstream = 7.55 ft /s Uniform velocity Upstream = 4.41 ft /s Area Downstream = 0.79 ft^2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.020 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 3 Inlet Description = cNone> 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 Intercept Efficiency = 0.0000 ft = • % Flow from Catchment = 0.00 cfs ti 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 102 Gutter Flow = 0.00 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 . % C 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 = 21.8141 ft Plan Length = 21.8130 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s "n -' = 0.013 Pipe Capacity at Invert Slope = 3.58 cfs Invert Elevation Downstream = 42.7400 ft Invert Elevation Upstream = 42.9600 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.01% Rim Elevation Downstream = 51.9482 ft Rim Elevation Upstream = 52.4740 ft Natural Ground Slope = 2.41% Crown Elevation Downstream = 43.7400 ft Crown Elevation Upstream = 43.9600 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 = 1.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.75 min Total Intensity = 12.57 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.60 cfs Uniform Capacity = 3.58 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.3360 ft HGL Elevation Upstream = 45.3800 ft HGL Slope = 0.20 % EGL Elevation Downstream = 45.4005 ft EGL Elevation Upstream = 45.4445 ft EGL Slope = 0.20 % Critical Depth = 6.4452 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 2.04 ft /s Velocity Upstream = 2.04 ft /s Uniform Velocity Downstream = 4.43 ft /s Uniform Velocity Upstream = 4.43 ft /s Area Downstream = 0.79 ft'2 Area Upstream = 0.79 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.020 ft - -- -INLET INFORMATION--- - 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 103 Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfa Total Flow to Current Inlet Flow Intercepted by Current Inlet = 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 = * 9, Grate Efficiency = * % Slot Efficiency = * 9, 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 = 91.5206 ft Plan Length = 92.0159 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s 1n„ = 0.013 Pipe Capacity at Invert Slope = 3.57 cfs Invert Elevation Downstream = 42.9600 ft Invert Elevation Upstream = 43.8800 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.00% Rim Elevation Downstream = 52.4740 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 1.82% Crown Elevation Downstream = 43.9600 ft Crown Elevation Upstream = 44.8800 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 = 1.60 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 = 1.60 cfs Uniform capacity - 3.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 45.4000 ft HGL Elevation Upstream = 45.5848 ft HGL Slope = 0.20 t EGL Elevation Downstream = 45.4645 ft EGL Elevation Upstream = 45.6493 ft EGL Slope = 0.20 8 Critical Depth = 6.4452 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 2.04 ft /s Velocity Upstream = 2.04 ft /s Uniform Velocity Downstream = 4.42 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft"2 (JLC) = C Calculated Junction Loss 0. = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 7 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag 104 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft • Gutter Cross -Slope Gutter Local Depression = 0.00 ft /ft = 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 = + 8 Grate Efficiency = + 8 Slot Efficiency = + 8 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 26 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 26 Downstream Pipe = Pipe 15 Pipe Material = HDpE Pipe Length = 32.6904 ft Plan Length = 38.6900 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream = 49.2100 ft • Invert Elevation Upstream = 49.3700 ft Invert Slope = 0.498 Invert Slope (Plan Length) = 0.418 Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.5576 ft Natural Ground Slope = 1.298 Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.8700 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 = 3.50 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 = 3.50 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0762 ft HGL Elevation Upstream = 50.1662 ft HGL Slope = 0.28 8 EGL Elevation Downstream = 50.2466 ft EGL Elevation Upstream = 50.4153 ft EGL Slope = 0.52 8 Critical Depth = 8.5662 in Depth Downstream = 10.3949 in Depth Upstream = 8.9260 in Velocity Downstream = 3.31 ft /s Velocity Upstream = 4.00 ft /s Uniform velocity Downstream = 4.11 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.06 ft ^2 Area Upstream = 0.87 ft ^2 Kj (JLC) = NA 105 Calculated Junction Loss = 0.210 ft - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description = WYE 5 = <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 = + g Total Efficiency - 0.00 t PIPE DESCRIPTION: Pipe 27 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 27 Downstream Pipe = Pipe 20 Pipe Material = HDPE Pipe Length = 15.1379 ft Plan Length = 16.9000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.75 cfs Invert Elevation Downstream = 43.4000 ft Invert Elevation Upstream = 43.4900 ft Invert Slope = 0.59W Invert Slope (Plan Length) = 0.53% Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream = 52.3395 ft Natural Ground Slope = 2.09% Crown Elevation Downstream = 44.4000 ft Crown Elevation Upstream = 44.4900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.75 min Total Intensity = 11.34 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7433 ft HGL Elevation Upstream HGL Slope = 44.7463 ft = 0.02 t EGL Elevation Downstream = 44.7496 ft EGL Elevation Upstream = 44.7526 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in 106 Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 6.37 ft /s • Uniform Velocity Upstream Area Downstream = 2.66 ft /s = 0.79 ft"2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA \ \\ Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = + g 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 28 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -PIPE INFORMATION--- - Current Pipe = Pipe 28 Downstream Pipe = Pipe 27 Pipe Material = HDpE Pipe Length = 31.5689 ft Plan Length = 31.5685 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 2.54 cfs Invert Elevation Downstream = 43.4900 ft Invert Elevation Upstream = 43.6500 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 52.3395 ft Rim Elevation Upstream = 52.3278 ft Natural Ground Slope = -0.048 Crown Elevation Downstream = 44.4900 ft Crown Elevation Upstream = 44.6500 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration - 1.92 min Total Intensity = 11.82 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.54 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7463 ft HGL Elevation Upstream = 44.7525 ft 107 HGL Slope = 0.02 % EGL Elevation Downstream = 44.7526 ft EGL Elevation Upstream = 44.7588 ft EGL Slope = 0.02 % • Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream - 0.64 ft /s Uniform Velocity Downstream = 2.51 ft /s Uniform Velocity Upstream = 2.51 ft /s Area Downstream = 0.79 ft^2 Area Upstream = 0.79 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 = * g 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 = * g Grate Efficiency = * g 1� 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 = 18.6440 ft Plan Length = 18.6437 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.47 cfs Invert Elevation Downstream = 43.6500 ft Invert Elevation Upstream = 43.7400 ft Invert Slope = 0.48% Invert Slope (Plan Length) = 0.488 Rim Elevation Downstream = 52.3278 ft Rim Elevation Upstream = 50.9200 ft Natural Ground Slope = -7.558 Crown Elevation Downstream = 44.6500 ft Crown Elevation Upstream = 44.7400 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs • Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.43 min Total Intensity = 12.12 in /hr Total Rational Flow - 0.00 cfs Total Flow = 0.50 cfs 108 Uniform Capacity = 2.47 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd • - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7525 ft HGL Elevation Upstream = 44.7562 ft HGL Slope = 0.02 W EGL Elevation Downstream = 44.7588 ft EGL Elevation Upstream = 44.7625 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.47 ft /s Uniform Velocity Upstream = 2.47 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = SEND 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 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 = * g Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 30 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 30 Downstream Pipe = Pipe 29 Pipe Material = HDPE Pipe Length = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at invert Slope = 2.55 cfs Invert Elevation Downstream = 43.7400 ft Invert Elevation Upstream = 43.8700 ft Invert Slope = 0.51$ Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 50.9200 ft Rim Elevation Upstream = 49.2178 ft Natural Ground Slope = -6.741k Crown Elevation Downstream = 44.7400 ft Crown Elevation Upstream = 44.8700 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet input Flow = 0.50 cfs 109 110 Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient - 0.000 Total Time of Concentration Total Intensity - 0.79 min = 12.55 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.55 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION—- HGL Elevation Downstream = 44.7562 ft HGL Elevation Upstream = 44.7597 ft HGL Slope = 0.01 % EGL Elevation Downstream = 44.7625 ft EGL Elevation Upstream = 44.7668 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 10.6760 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.68 ft /s• Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.74 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 Crass -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = • 3 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 = + 3 Grate Efficiency, = w 3 Slot Efficiency = . 3 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 31 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 31 Downstream Pipe = Pipe 30 Pipe Material = RDPE Pipe Length = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's °n" = 0.013 Pipe Capacity at Invert Slope = 2.45 cfs Invert Elevation Downstream = 43.8700 ft Invert Elevation Upstream = 43.9900 ft Invert Slope = 0.483 Invert Slope (Plan Length) = 0.483 Rim Elevation Downstream = 49.2178 ft Rim Elevation Upstream = 47.5157 ft Natural Ground Slope = -6.743 Crown Elevation Downstream = 44.8700 ft Crown Elevation Upstream = 44.9900 ft 110 - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 • Inlet Time Inlet Intensity = 0.00 min = 0.00 in /hr Inlet Rational Flow - 0.00 cfs Inlet input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.21 min Total Intensity = 12.96 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7597 ft HGL Elevation Upstream = 44.7613 ft HGL Slope = 0.01 % EGL Elevation Downstream = 44.7668 ft EGL Elevation Upstream = 44.7705 ft EGL Slope = 0.01 % Critical Depth = 3.5184 in Depth Downstream = 10.6760 in Depth Upstream = 9.2559 in Velocity Downstream = 0.68 ft /s Velocity Upstream = 0.77 ft /s Uniform Velocity Downstream = 2.45 ft /s Uniform Velocity Upstream = 2.45 ft /s Area Downstream = 0.74 ft'2 Area Upstream = 0.65 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -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 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 = * g Grate Efficiency = * Slot Efficiency o * Total Efficiency = 0.00 8 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 = 7.7501 ft Plan Length = 8.5000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 2.56 cfs Invert Elevation Downstream = 43.9900 ft Invert Elevation Upstream = 44.0300 ft Invert Slope = 0.524 111 Invert Slope (Plan Length) = 0.473 Rim Elevation Downstream = 47.5157 ft Rim Elevation Upstream = 46.8424 ft Natural Ground Slope = -8.693 • Crown Elevation Downstream = 44.9900 ft Crown Elevation Upstream = 45.0300 ft C - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow - 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.03 min Total Intensity = 13.10 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7613 ft HGL Elevation Upstream = 44.7580 ft HGL Slope = -0.04 3 EGL Elevation Downstream = 44.7705 ft EGL Elevation Upstream = 44.7684 ft EGL Slope = -0.03 3 Critical Depth = 3.5184 in Depth Downstream = 9.2559 in Depth Upstream = 8.7365 in Velocity Downstream = 0.77 ft /s Velocity Upstream = 0.82 ft /s Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.65 ft'2 Area Upstream = 0.61 ft^2 _ Kj (JLC) = NA Calculated Junction Loss = 0.015 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = + 3 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 = • 3 Grate Efficiency = + 3 Slot Efficiency = + 3 Total Efficiency = 0.00 3 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 = 3.7500 ft Plan Length = 4.7500 ft 112 113 Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning -s "n" = 0.013 • Pipe Capacity at Invert Slope Invert Elevation Downstream = 2.60 cfs = 44.4800 ft Invert Elevation Upstream = 44.5000 ft /// Invert Slope = 0.53% Invert Slope (Plan Length) = 0.428 Rim Elevation Downstream = 46.8424 ft Rim Elevation Upstream = 46.5278 ft Natural Ground Slope = -8.39% Crown Elevation Downstream = 45.4800 ft Crown Elevation Upstream = 45.5000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.60 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 44.7732 ft HGL Elevation Upstream = 44.8053 ft HGL Slope = 0.85 $ EGL Elevation Downstream = 44.8787 ft EGL Elevation Upstream = 44.9021 ft EGL Slope = 0.62 t Critical Depth = 3.5184 in Depth Downstream = 3.5184 in Depth Upstream = 3.6281 in Velocity Downstream = 2.60 ft /s Velocity Upstream = 2.50 ft /s Uniform Velocity Downstream = 2.56 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.19 ft ^2 Area Upstream = 0.20 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.030 ft - -- -INLET INFORMATION--- - Downstream Inlet = CBl 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 = * 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 t 113 • • FEMA MAP 114 0 0 ZONE X Ul IXJry#YIiC, } APPROXIMATE SCALE IN FEET ' �utvlR m:.; 1000 0 a 1000 6. NATIONAL FLOOD INSURANCE PROGRAM •:ti.'lr :�{�: { t��}ll :.j s. F' n, t' IIIIIIIII III�I FLOOD INSURANCE RATE MAP CITY OF LA QUINTA, CALIFORNIA RIVERSIDE COUNTY ' > PANEL 5 OF 10 (SEE MAP INDEX FOR PANELS NOT PRINTED) *TE- PANEL LOCATION -CCMMUNITY•PANEL NUMBER 060709 0005 B �I MAP REVISED: ' AUGUST 19, 1991 L,a Quints Evacuation Channel Federal Emergency Management, Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title dock. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov • • HYDROLOGIC SOIL GROUP MAP 0 116 17'30" Du'N 33'45' m 42'30" Well MaD M b LD IMM MaB -31 Mall, • RIVERSIDE COUNTY, CALIFORNIA 77 • • TABLE 12.—Soil and water features [Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than] Soil name and map symbol Hydro- logic group Flooding High water table Bedrock Frequency Duration Months Depth Kind Months Depth Hardness Badland: BA. Borrow pits: B P. Bull Trail: BtE----------------- B None- - - --• -------------- ------------ >6.0 -------------- ------------ >60 .......... Cajon: CaD----------------- A None--- - -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- cqon variant: CbD----------------- A None - - -- -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- Carrizo: CCC----------------- A Rare- - - ---- -------------- ------------ >6.0 -------------- ------------ >60 .......... Carsitas: CdC, Cd E, C hC, C k B. CfB ------------------ A A None - - - - -- None_ - -___ -------------- -------------- ------------ ------------ >6.0 2.0-4.0 -------------- Apparent----- ------------ Jan-Dec-__- >60 >60 ---------- ---------- Carsitas Variant: Cm 8, C m E ----------- C None - - - --- -------------- ------------ >6.0 -------------- ------------ 6-20 Rippable. Chuckawalla: CoB,CoD, CnC, CnE. B None_ _______________________________ >6.0 -------------- ------------ >60 .......... Qp&vftwb: VCPAXP8, CsA ------ IMP4101 ---------------- 0 None ------ None - - -- -- -------------- -------------- ------------ ------------ >6.0 3.0-5.0 -------------- Apparent -- - -- ------------ Jan - Dec -- -- >60 >60 ---------- ---------- Fluvaquents: Fa___________________ D. Frequent___ Very long_____ Apr-Sep-__- 0.5-2.0 Apparent -____ Jan-pee-__- >60 ---------- Fluvents: Fe___________________ A/D Occasional__ Very brief____ Jan-Dec____ >6.0 -------------- ------------ >60 ---------- "ailman: GaB GbA,GbB,GeA. GcA: GdA, GfA ------ B B Rare--------------------------- None - - -- -- -------------- - - - - -- ------------ >6.0 3.0-5.0 -------------- Apparent_____ ----- ------- Apr - Oct__._ >60 >60 ---------- ---------- I aravel pits and dumps: G P. Imperial: IeA------------------ I fA ------------------ "D D None - - - - -- None - - - - -- -------------- -------------- ------------ ------------ >6.0 1.0-3.0 ---------- Apparent------- >60 >60 ---------- ---------- Imcl: Imnenal part- - - - - -- Gu Ted land part. D None- --- -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- Imperial: locl: Imperial part_______ Gullied land part. D None______ -------------- ------------- 1.5-5.0 Apparent_-- Jan-Dec____ >60 ---------- Indio: 1P, Is ----------------- Jr, It- --------- ---- -- , B B. None -- - --- None --- --- -------------- -------------- ------------- ------------ >6.0 3.0 -5.0 -------------- Apparent - - - -- ------------ Jan-;Dec---- >60 >60 ---------- ---------- :aithic Torripsamments: L R 1:.. Lithic Torripsamments pait."' Rock outcrop part. I D None- - ---- -------- - - - --- I ------------ >6,0 -------------- ------------- 1-10 Hard. 118 • r • 78 SOIL SURVEY TABLE 12. Soil and water features— Continued Soil name and map symbol Hydro- logic group Flooding High water table Bedrock Frequency Duration Months Depth Rind Months Depth Hardness Ft i» Myoma• Ma8 MaD - None - -- - -- ----- ---- - - - -- -- ---- - - - - -- >6.0 -- — - - - - -- - ---- - - - - -- >60 McB--- -__ - -___ None- - - --- ------- ---- - -- ------ -- - - -- 1.5 -5.0 Apparent- Jan-Dec - - -- >60 ---- - - - - -- --- - - - - - -- Niland: NaB------ ----- - - -- -. C None ------ -------- - - - - -- --- -- --- --- >6.0 ---- ---- - - - - -- -- ---- - - - >60 NbB----------------- C None - - - --- -- ------ --- --- ------ - - - - -- 1.5 -5.0 Apparent - -- -- - -- Jan - Dec - --- >60 ---------- ---- - -- - -- Omstott: OmD- --------- - - - - -- C None - - - - -- - --- ---- - - - - -- --- -- - --- - -- >6.0 -- ------ -- - - -- - ----- ---- -- 4-20 Rippable. Or': Omstott part- - --- -. Rock outcrop part. C None- -- - -- ------- - -- - - -- ----- -- -- - -- >6.0 --- ---- - - - - - -- ----- - - -- - -- 4-20 Rippable. Riverwash: RA. Rock outcrop: RO. RT1: Rock outcrop part. Lithic Torripsamments part. D None - - ---- -------- - - - --- -- - -- >6.0 --- ----- - - - - -- ----- - - -- - -- 1 -10 Hard. Rubble land: RU. Salton: So, Sb-- --- ---- - - - - -- D None- - - - -- ------- - -- - -- - -- 2.0 -5.0 Apparent - -- -- Jan-Dee - - -- >60 ---- - - - - -- Soboba: SoD, Sp E-- ---- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - ------- - -- - -- ---- -- - - - - -- >60 ---- -- - - -- Torriorthents: TO 1: Torriorthents part. Rock outcrop part. Tujanga: TpE, TrC, TsB- - - - - -- A None - - - - -- -------- - - - - -- ------ - - -- -- >6.0 -------- - - - - -- ------ -- - - -- >60 ---- - - - - -- 'This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and behavior of the whole mapping unit. parent; and the months of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are indicated. Information about the seasonal high water table helps in assessing the need for specially designed foundations, the need for specific kinds of drainage systems, and the need for footing drains to insure dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table affects ease of excavation. Depth to bedrock is shown for all soils that are underlain by bedrock at a depth of 5 to 6 feet or less. For many soils, the limited depth to bedrock is a part of the definition of the soil series. The depths shown are based on measurements made in many soil borings 119 and on other observations during the mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the Soils This section contains descriptions of the major fac- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an' explanation of the current system of classifying soils "by categories broader than the series, and a table showing the clas- R�upr�sfp :: tfi its sir......, f %• � +`a..t fit' •'1•' ±"'r. j�}p;'_ ♦.���. IN V. ti f A a ' t � .F}' ✓f� ;��.r y. �,�� 4 ( '' -�` t,, WROF1� S � ✓ �� `� '°`ear .� �•i pw°w �� {p � •Ph}��i�T �a�¢ w � . • r}c C Td k.s�'b b. JE E #yi N t srf. tea- rVT !L 3.�'r+ '�''�•t' -� "as' ,"y'T'. •,�� �t'OMy �- '�� � ,Y .y�',S � �?r:2 -c ' d'. �90"t: t�'�+J.. ': �� �4g,�i''`�: +S.. � '�a �G�• LJ • CJ HYDROLOGY MAP 121 � 0 � 0 � 0 LEGEND ............ DEVELOPED AREA -- -------------- - -------------- — — — — — — — — — — 574 M s" to -7 L-e7l A-t04 !1.94 1W 1 sin RV -4— -J A- ji" L•336 A-1.45 A L 0 r m P7,J If M P, r w z —.7 24• A it 57.5 It rF-4-8-41 IA-4.56 — — — Li I A Q-32 x, It 1 32 7e Q-1 E14 L— D. o A•0.37 I 45.. R - -------------- — ---- -- • ------------- 2 - — -------- mw TK I QtJVCtA AVENUE 48 — — -------- — - CITY OF LA QUINTA DUNE PALMS NEIGHB CVHC D ORHOOD is Parcel 4 of PM 33588 PROPOSED HYDROLOGY MAP • L, STORM DRAIN IMPROVEMENT PLANS 123 ,tits 0 0 ° I \ 1 r ° ►� �OW OW K N z O 0 z ■ Q ■ 'if O y 9 ■ V rn ^^ N ■ Z 0 0 I M n O a, Z n tn� m� _ m -� =4rO I r' v�(n I I 'Q > -- -I 09m�p W C 1 G) 01 :c `OD w> I 0o O =' I Tm -u T 0 o fI v CIS i i i I N o. 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Z ' • `0 0 HYDROLOGY /HYDRAULICr$ REPORT For Property Located In A Portion of Section 29, T5S.,.R7E., SBM La Quinta, California CVHC Dune Palms Neighborhood Parcel 4 of Parcel Map No. 33588 August 10, 2007 Prepared for: Coachella Valley Housing Coalition- - 45 -701 Monroe Street, Suite G Indio, CA 92201 JN: 1786 MSA CONSULTING, INC. PLAMMO ■ CrM BxoUmawo ■ LAm SvRvEmo 5!_110ES 0 N0. 43880 (r3&41 OF 34200 BoB Hope DRm ■ RANcHo Mmnoa ■ CA 92270 TELspxOxs (760) 320 -98ll ■ FAX (760) 323 -7893 • n LJ n LJ Table of Contents Introduction...................................................... ..............................1 ExistingConditions ........................................... ..............................1 Flood Control Requirements ............................ ..............................1 Proposed Hydrology and Flood Control Improvements .................1 Run -Off Analysis .............................................. ..............................1 Catch Basin Capacity Calculations .................. ..............................2 Conclusion....................................................... ..............................6 VicinityMap ...................................................... ..............................7 Rational Method Analysis 100 -Year Storm ........................................ ............................... 9 10 -Year Storm ........................................... .............................24 Storm Drain Hydraulics Analysis ..................... .............................39 Storm Drain Hydraulic Requirements ..... ............................... 40 100 -Year Analysis HGL at 48. 0 .............. ............................... 41 100 -Year Analysis HGL at Critical Depth .. .............................74 FEMAMaps .................... ............................... ............................114 Hydrologic Soil Group Classification .............. ............................116 HydrologyMap .......................................... ............................... encl. Storm Drain Improvement Plans .............. ............................... encl. • Project Description The CVHC Dune Palms Neighborhood project is located at the northwest corner of Avenue 48 and Dune Palms Road in the city of La Quinta, California, and consists of approximately 15 acres to be developed as multi - family housing (see Vicinity Map). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 060709 0005 B, revised August 19, 1991, which shows that the project area lies within Zone X, indicating the area is outside the 500 -year flood plain (see FEMA Map). On -Site: The project site is relatively flat except for a hill approximately 20 feet high on the west side of the site. The overall terrain is gently rolling with numerous highs and lows and generally slopes toward the south and east. In current conditions, storm runoff would be generally characterized as sheet flow, ponding in the various low points and overflowing onto Avenue 48 to the south and Dune Palms Road to the east. The existing soil falls into two hydrologic soil groups, as defined in the 1978 Riverside County Flood Control & Water Conservation District (RCFC) Hydrology Manual, referencing Soil Conservation Service designations. The majority of the site is categorized as Group B, while the area of the hill and its projected ridgeline to the southeast is designated as Group A (see Hydrology Map). Off -Site: Sam's Club to the north and the existing single family homes to the west protect the project site from off -site runoff, except for a portion of Avenue 48 frontage, whose tributary drainage area extends approximately 334 feet beyond the western boundary of the project. • Flood Control Requirements The drainage of this project site falls under the jurisdiction of the City of La Quinta. The project design shall provide for the capture of all storm runoff generated on -site and in the frontages of Avenue 48 and Dune Palms Road in a 100 -year storm. Runoff from a 10 -year storm shall not overtop curbs and 100 -year runoff shall be confined within the right -of -way and /or public utility and drainage easements, additionally, the 10 -year flow in the arterial street can not flood more than one lane. Pursuant to an agreement with the Coachella Valley Water District (CVWD), storm runoff captured on -site may be conveyed via storm drain pipe to the La Quinta Evacuation Channel east of the project area. Proposed Hydrology and Flood Control Improvements As shown on the Hydrology Map, the proposed design provides for on -site storm runoff to be conveyed in the streets and captured by catch basins. The captured and collected runoff will be carried via an underground storm drain line in Dune Palms Road and Avenue 48 to the La Quinta Evacuation Channel. Run -Off Analysis Peak runoff flows for 10 -year and 100 -year one -hour storms were determined using a Rational Method computer program based on the RCFC Hydrology Manual. The Hydrology Map shows the peak flow rates at each drainage node as determined by the analysis. Catch basin sizing was performed using equations taken from the Federal Highway Administration's Hydraulic Engineering Circular No. 22 (HEC -22) and tabulated street flow capacities and depths were calculated from Manning's equation. • Catch Basin Capacity Calculations Sump Condition The following catch basin capacity equation is taken from the Federal Highway Administration's Hydraulic Engineering Circular No. 22 (HEC -22) and is used for curb - opening catch basins in sump conditions: (EQ. 4 -28) Q = CW(L + 1.8W) d" where: Q = maximum storm flow in one inlet (cfs) L = length of curb opening (ft) d = depth of flow as measured from normal cross slope (ft) W = lateral width of depression = 4 ft Cam, = weir coefficient = 2.3 For a 10 -year storm, the maximum allowable flow depth is to top of curb, or 0.50' above normal flowline. Runoff spread behind curb in a 100 -year storm is constrained to the width of the sidewalk, or 5 feet, with a cross slope of 2 %, giving a maximum depth of 0.60' above normal flowline. HEC -22 Equation 4 -28 measures flow depth from an extension of the normal cross slope, so given a 2% normal cross slope and a 0.16' gutter hike in a standard 2' wide gutter, the normal cross slope extension intersects the curb face at 0.16' - 2(2 %) = 0.12' above normal flowline. The maximum allowable flow depths for use in Equation 4 -28 are then d10= 0.50' - 0.12'= 0.38' and d10o= 0.60'- 0.12'= 0.48'. Catch Basin No. 1 - SUMP With L = 19': Q100-mAx = CW(L + 1.8W) d1oo1.5 • = 2.3[19 + 1.8(4)](0.48)1.5 = 20.0 cfs = Q100= 20.0 cfs ✓ Q10 -mAx = CW(L + 1.8W) d101.5 = 2.3[19 + 1.8(4)](0.38)1.5 = 14.1 cfs > Q10= 11.6 cfs ✓ • Catch Basin No. 2 - SUMP With L = 4': Q1oo -mAx = CW(L + 1.8W) d1oo1.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q100= 5.1 cfs ✓ Q10-mAx = CW(L + 1.8W) d101.5 = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 3.0 cfs ✓ Catch Basin No. 3 - SUMP With L = 4': Q100-mAx = CW(L + 1.8W) d1001.5 = 2.3[4 + 1.8(4)](0.48)1,5 = 8.6 cfs > Q100= 4.3 cfs ✓ Q10-MAx = CW(L + 1.8W) d101.5 = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 2.7 cfs ✓ Catch Basin No. 4 - SUMP With L = 4': Q100-mAx = C,H(L + 1.8W) d1oo1.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q1oo= 6.2 cfs ✓ Q10-mAx = CW(L + 1.8W) d101.5 = 2.3[4 + 1.8(4)](0.38)1.5 = 6.0 cfs > Q10= 3.7 cfs ✓ 2 Catch Basin Nos. 5 - 7 FHWA's Urban Drainage Design Program. HY -22, based on HEC -22 methodology, is used to size catch basins on grade. Per La Quinta standards, the catch basins have 4" deep local depressions. Also per La Quinta standards, the maximum spread of runoff (T) in an arterial street for a 10 -year storm must leave a clear lane of travel. For this project, on 48th Avenue the allowable spread is 17.7' and on Dune Palms Road the allowable spread is 33.8' comprised of two travel or turn lanes and one bicycle lane. Peak flows used in the program were taken from the Rational Method Hydrology Map exhibit, and the following results were produced: FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 08/10/2007 Project No. :1786 Project Name.: CVHC- Parcel 4 of Parcel Map No. 33588 Computed by : EAK Inlets on Grade: Curb Opening Inlet • Gutter Flow Eo CATCH BASIN No. 5 d Depth of Flow (ft) 0.28 10 -YEAR STORM Average Velocity (ft /sec) 2.10 Inlet Interception Roadway and Discharge Data LT Length for 1008 Inteception (ft) Cross Slope L Composite 10.00 S Longitudinal Slope (ft /ft) 0.0058 Intercepted Flow (cfs) Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 • n W Manning's Coefficient Gutter Width (ft) 0.015 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 2.100 T Width of Spread (ft) 9.56 • Gutter Flow Eo Gutter Flow Ratio 0.561 d Depth of Flow (ft) 0.28 V Average Velocity (ft /sec) 2.10 Inlet Interception Inlet Type Curb - Opening LT Length for 1008 Inteception (ft) 7.14 L Curb - Opening Length (ft) 10.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 2.100 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data Cross Slope S Longitudinal Slope (ft /ft) Sx Pavement Cross Slope (ft /ft) Sw Gutter Cross Slope (ft /ft) n Manning's Coefficient W Gutter Width (ft) a Gutter Depression (inch) Q Discharge (cfs) T Width of Spread (ft) t�l Composite 0.0058 0.0200 0.0630 0.015 2.00 4.00 3.500 11.87 • Gutter Flow Eo Gutter Flow Ratio 0.464 d Depth of Flow (ft) 0.32 V Average Velocity (ft /sec) 2.34 Inlet Interception Inlet Type Curb -Open LT Length for 100% Inteception (ft) 9.73 L Curb - Opening Length (ft) 10.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 3.500 Qb By -pass Flow (cfs) 0.000 Use minimum 10' curb opening. 4 CATCH BASIN No. 6 10 -YEAR STORM Roadway and Discharge Data Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0096 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 5.000 T Width of Spread (ft) 12.39 Gutter Flow Eo Gutter Flow Ratio 0.446 d Depth of Flow (ft) 0.33 V Average velocity (ft /sec) 3.08 Inlet Interception Inlet Type Curb-Openi LT Length for 100% Inteception (ft) 13.41 L Curb - Opening Length (ft) 19.00 e Inlet Efficiency 1.000 / Qi Intercepted Flow (cfs) 5.000 Qb By -pass Flow (cfs) 0.000 100 -YEAR STORM Roadway and Discharge Data Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0096 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 8.400 T Width of Spread (ft) 15.28 Gutter Flow Eo Gutter Flow Ratio 0.366 • d V Depth of Flow (ft) Average Velocity (ft /sec) 0.39 3.47 4 • Inlet Interception Inlet Type LT Length for 100% Inteception (ft) L Curb- Opening Length (ft) e Inlet Efficiency Qi Intercepted Flow (cfs) Qb By -pass Flow (cfs) Use minimum 19' curb openin-g. CATCH BASIN No. 7 10 -YEAR STORM Roadway and Discharge Data Cross Slope S Longitudinal Slope (ft /ft) Sx Pavement Cross Slope (ft /ft) Sw Gutter Cross Slope (ft /ft) n Manning's Coefficient W Gutter Width (ft) a Gutter Depression (inch) Q Discharge (cfs) T Width of Spread (ft) Gutter Flow Eo Gutter Flow Ratio d Depth of Flow '(ft) V Average Velocity (ft /sec) Inlet Interception Curb - Opening 18.37 19.00 v 1.000 8.400 0.000 Composite 0.0114 0.0087 0.0630 0.015 2.00 4.00 4.000 18.22 0.382 0.27 2.58 Roadway and Discharge Data Inlet Type Curb - Opening LT Length for 1008 Inteception (ft) 14.48 / L Curb - Opening Length (ft) 20.00 (/ e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 4.000 Qb By -pass Flow (cfs) 0.000 Roadway and Discharge Data 5 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0114 Sx Pavement Cross Slope (ft /ft) 0.0087 Sw Gutter Cross Slope (ft /ft) 0.0630 n Manning's Coefficient 0.015 W Gutter Width (ft) 2.00 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 6.600 T Width of Spread (ft) 22.46 Gutter Flow Eo Gutter Flow Ratio 0.304 d Depth of Flow (ft) 0.30 V Average Velocity (ft /sec) 2.87 5 r ,7 • Inlet Interception Inlet Type Curb - Opening LT Length for 1008 Inteception (ft) 20.21 L Curb - Opening Length (ft) 20.00 e Inlet Efficiency 1.000 Qi Intercepted Flow (cfs) 6.598 Qb By -pass Flow (cfs) 0.002 Use minimum 20' curb openin-g. Conclusion The foregoing demonstrates that the proposed design provides for safe and adequate conveyance of storm runoff to proposed catch basins, and that the catch basins will provide sufficient capacity to accept the entirety of the runoff for conveyance to the CVWD storm channel. It is therefore concluded that the proposed development of the City of La Quinta Affordable Housing project meets the hydrologic requirements set forth by the City of La Quinta. • • VICINITY MAP t ! • Z in O Z --1 D '0 of A ASHINGTON STREET �S ADAMS STREET zcn ( ° °° ^ (/J 0 = 2 Z Z Z m m m m �C DUNE PALMS JEFFERSON STREET r I • • RATIONAL METHOD ANALYSIS 100 -YEAR • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/11/07 File:1786100.out ------------------------------------------------------------------------ 1786 100 year storm event ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6091 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978'hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -9.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 9.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + ++++ + + + + +++ + + + + + +++ + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 671.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 59.100(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.01177 s(percent)= 1.18 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.159 min. Rainfall intensity = 9.039(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.508(CFS) Total initial stream area = 1.090(AC.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + +++ + + + + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.100(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 36.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.508(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.508(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 8.56(In.) Pipe flow velocity = 11.01(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 12.21 min. 10 Process from Point /Station 11.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.090(Ac.) Runoff from this stream = 3.508(CFS) Time of concentration = 12.21 min. Rainfall intensity = 9.029(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + ++ + ++ + + + + + +++ + + + + + + + + + + + + + + +++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 216.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.01898 s(percent)= 1.90 TC = k(0.980) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.107 min. Rainfall intensity = 9.776(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 1.582(CFS) Total initial stream area = 0.930(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 96.500(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 32.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.582(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.582(CFS) Normal flow depth in pipe = 8.16(In.) Flow top width inside pipe = 11.20(In.) Critical Depth = 6.90(In.) Pipe flow velocity = 2.79(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 9.30 min. +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + + + + ++ ++ + + ++ + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 1.582(CFS) Time of concentration = 9.30 min. Rainfall intensity = 9.717(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) m 1 3.508 12.21 9.029 2 1.582 9.30 9.717 Largest stream flow has longer time of concentration Qp = 3.508 + sum of Qb Ia /Ib 1.582 * 0.859 = 1.351 Qp = 9.860 Total of 2 main streams to confluence: Flow rates before confluence point: 3.508 1.582 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 9.860(CFS) Time of concentration = 12.209 min. Effective stream area after confluence = 1.970(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 9.860(CFS) Time of concentration = 12.61 min. Rainfall intensity = 3.959(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + ++ + + + +++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.01935 s(percent)= 1.93 TC = k(0.370) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.395 min. Rainfall intensity = 5.029(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 • Initial subarea runoff = 6.160(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 0.350 12 Upstream point /station elevation = 96.900(Ft.) Downstream point /station elevation = 99.900(Ft.) Pipe length = 192.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.860(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 9.860(CFS) Normal flow depth in pipe = 9.09(In.) Flow top width inside pipe = 15.85(In.) Critical Depth = 10.59(In.) Pipe flow velocity = 5.93(Ft /s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 12.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +++ + + + + ++ + + + + + + + + + + + +++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 9.860(CFS) Time of concentration = 12.61 min. Rainfall intensity = 3.959(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + ++ + + + +++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.01935 s(percent)= 1.93 TC = k(0.370) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.395 min. Rainfall intensity = 5.029(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 • Initial subarea runoff = 6.160(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 0.350 12 i Process from Point /Station 20.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.950(Ac.) Runoff from this stream = 6.160(CFS) Time of concentration = 8.39 min. Rainfall intensity = 5.029(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.860 12.61 3.959 2 6.160 8.39 5.029 Largest stream flow has longer or shorter time of concentration Qp = 6.160 + sum of Qa Tb /Ta 9.860 * 0.662 = 3.216 Qp = 9.376 Total of 2 main streams to confluence: Flow rates before confluence point: 9.860 6.160 Area of streams before confluence: 1.970 1.950 Results of confluence: Total flow rate = 9.376(CFS) Time of concentration = 8.395 min. Effective stream area after confluence = 2.920(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 92.700(Ft.) Pipe length = 231.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.376(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 9.376(CFS) Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 23.90(In.) Critical Depth = 13.13(In.) Pipe flow velocity = 6.79(Ft /s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 8.92 min. +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + +++ + + + + + + + ++ + + + +++ ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is liste In Main Stream number: 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 9.376(CFS) Time of concentration = 8.92 min. Rainfall intensity = 9.839(In /Hr) Program is now starting with Main Stream No. 2 13 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 57.500(Ft.) Bottom (of initial area) elevation = 51.300(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.01550 s(percent)= 1.55 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.353 min. Rainfall intensity = 4.702(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.60 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.570(CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.160(Ac.) Runoff from this stream = 4.570(CFS) Time of concentration = 9.35 min. Rainfall intensity = 4.702(In /Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.376 8.92 4.834 2 4.570 9.35 4.702 Largest stream flow has longer or shorter time of concentration Qp = 9.376 + sum of Qa Tb /Ta 4.570 * 0.953 = 4.357 Qp = 13.734 Total of 2 main streams to confluence: Flow rates before confluence point: 9.376 4.570 Area of streams before confluence: 2.920 1.160 Results of confluence: Total flow rate = 13.734(CFS) Time of concentration = 8.918 min. Effective stream area after confluence = 4.080(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + ++ + + + ++ + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 42.700(Ft.) Downstream point /station elevation = 42.400(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.734(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 23.60(In.) 14 Critical Depth = 16.01(In.) Pipe flow velocity = 7.11(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.00 min. +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + +++ + + + ++ + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.080(Ac.) Runoff from this stream = 13.734(CFS) Time of concentration = 9.00 min. Rainfall intensity = 4.808(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++t+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 55.300(Ft.) Bottom (of initial area) elevation = 43.900(Ft.) Difference in elevation = 11.400(Ft.) Slope = 0.08444 s(percent)= 8.44 TC = k(0.370) *[(length ^3) /(elevation change)) ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.624(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + ++ + + ++ + + +++ + + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 43.900(Ft.) Downstream point /station elevation = 42.400(Ft.) Pipe length = 147.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.624(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.624(CFS) Normal flow depth in pipe = 5.65(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.50(In.) Pipe flow velocity = 4.47(Ft /s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 5.55 min. +++++++++++++++++++t+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.280(Ac.) • Runoff from this stream = 1.624(CFS) Time of concentration = 5.55 min. Rainfall intensity = 6.365(In /Hr) 15 Total of 2 main streams to confluence: Flow rates before confluence point: 13.739 1.629 Area of streams before confluence: 9.080 0.280 Results of confluence: Total flow rate = 19.961(CFS) Time of concentration = 9.000 min. Effective stream area after confluence = 9.360(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + ++ + + + + + + + + + + + + + + +++ Process from Point /Station 92.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.900(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.961(CFS) Given pipe size = 29.00(In.) is Calculated individual pipe flow = 19.961(CFS) Normal flow depth in pipe = 13.31(In.) Flow, top width inside pipe = 23.86(In.) Critical Depth = 16.73(In.) Pipe flow velocity = 8.36(Ft /s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 9.50 min. +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + ++ + + + + + +++ + + + + + ++ + + + ++ Process from Point /Station 31.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.360(Ac.) Runoff from this stream = 19.961(CFS) Time of concentration = 9.50 min. Rainfall intensity = 9.660(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + +++ ++ + + + + + + +++ + + + + +++ + + +++ + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 691.000(Ft.) Top (of initial area) elevation = 61.900(Ft.) Bottom (of initial area) elevation = 57.900(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 19.173 min. Rainfall intensity = 3.695(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type • Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.130 Decimal fraction soil group B = 0.870 16 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 13.739 9.00 9.808 2 1.629 5.55 6.365 Largest stream flow has longer time of concentration Qp = 13.739 + sum of Qb Ia /Ib 1.629 * 0.755 = 1.227 Qp = 19.961 Total of 2 main streams to confluence: Flow rates before confluence point: 13.739 1.629 Area of streams before confluence: 9.080 0.280 Results of confluence: Total flow rate = 19.961(CFS) Time of concentration = 9.000 min. Effective stream area after confluence = 9.360(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + ++ + + + + + + + + + + + + + + +++ Process from Point /Station 92.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.900(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.961(CFS) Given pipe size = 29.00(In.) is Calculated individual pipe flow = 19.961(CFS) Normal flow depth in pipe = 13.31(In.) Flow, top width inside pipe = 23.86(In.) Critical Depth = 16.73(In.) Pipe flow velocity = 8.36(Ft /s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 9.50 min. +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + + ++ + + + + + +++ + + + + + ++ + + + ++ Process from Point /Station 31.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.360(Ac.) Runoff from this stream = 19.961(CFS) Time of concentration = 9.50 min. Rainfall intensity = 9.660(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + +++ ++ + + + + + + +++ + + + + +++ + + +++ + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 691.000(Ft.) Top (of initial area) elevation = 61.900(Ft.) Bottom (of initial area) elevation = 57.900(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 19.173 min. Rainfall intensity = 3.695(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type • Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.130 Decimal fraction soil group B = 0.870 16 Decimal fraction soil group • Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = 0 Initial subarea runoff = Total initial stream area = Pervious area fraction = 0. C = 0.000 D = 0.000 52.88 .350; Impervious 8.031(CFS) 2.690(Ac 350 fraction = 0.650 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ + + + + + + + + + + ++ Process from Point /Station 51.000 to Point /Station 52.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 57.900(Ft.) End of street segment elevation = 51.900(Ft.) Length of street segment = 984.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 13.000(Ft.) Slope from gutter to grade break (v /hz) = 0.010 Slope from grade break to crown (v /hz) = 0.010 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.091(CFS) Depth of flow = 0.926(Ft.), Average velocity = 3.278(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.000(Ft.) Flow velocity = 3.28(Ft /s) Travel time = 2.46 min. TC = 16.63 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.779 Decimal fraction soil group A = 0.720 Decimal fraction soil group B = 0.280 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.72 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.367(In /Hr) for a 100.0 year storm Subarea runoff = 11.956(CFS) for 9.560(Ac.) Total runoff = 19.987(CFS) Total area = 7.200(Ac.) Street flow at end of street = 19.987(CFS) Half street flow at end of street = 19.987(CFS) Depth of flow = 0.465(Ft.), Average velocity = 3.773(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 26.000(Ft.) C, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + ++ + + ++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 93.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.987(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.987(CFS) Normal flow depth in pipe = 12.92(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 19.26(In.) Pipe flow velocity = 12.18(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.68 min. 17 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 52.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.200(AC.) Runoff from this stream = 19.987(CFS) Time of concentration = 16.68 min. Rainfall intensity = 3.361(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 70.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Upstream point /station elevation = 44.030(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.491(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.491(CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 7.97(In.) Critical Depth = 3.93(In.) Pipe flow velocity = 2.51(Ft /s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 5.85 min. +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + ++ + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.491(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.171(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) • 1 19.987 16.68 3.361 2 0.491 5.85 6.171 Largest stream flow has longer time of concentration 18 Initial area flow distance = 103.000(Ft.) Top (of initial area) elevation = 52.400(Ft.) Bottom (of initial area) elevation = 46.500(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.05728 s(percent)= 5.73 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.807 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.491(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.350 Process from Point /Station 60.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.030(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.491(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.491(CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 7.97(In.) Critical Depth = 3.93(In.) Pipe flow velocity = 2.51(Ft /s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 5.85 min. +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + ++ + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.491(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.171(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) • 1 19.987 16.68 3.361 2 0.491 5.85 6.171 Largest stream flow has longer time of concentration 18 • Qp = 19.987 + sum of Qb Ia /Ib 0.991 * 0.595 = 0.267 Qp = 20.259 Total of 2 streams to confluence: Flow rates before confluence point: 19.987 0.991 Area of streams before confluence: 7.200 0.090 Results of confluence: Total flow rate = 20.259(CFS) Time of concentration = 16.683 min. Effective stream area after confluence = 7.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 61.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 93.900(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.259(CFS) Given pipe size = 30.00(In.) Calculated.individual pipe flow = 20.259(CFS) Normal flow depth in pipe = 12.63(In.) Flow top width inside pipe = 29.62(In.) Critical Depth = 18.35(In.) Pipe flow velocity = 10.32(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 17.05 min. +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + ++++ + + + + ++ + + + + + ++ + + ++ Process from Point /Station 61.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.290(Ac.) Runoff from this stream = 20.259(CFS) Time of concentration = 17.05 min. Rainfall intensity = 3.319(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + ++ + + + + + + + + + + + + + + +++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 282.000(Ft.) Top (of initial area) elevation = 53.600(Ft.) Bottom (of initial area) elevation = 51.900(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00780 s(percent)= 0.78 TC = k(0.370) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 9.330 min. Rainfall intensity = 9.709(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.797 Decimal fraction soil group A = 0.800 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 36.80 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.066(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.350 19 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.350(Ac.) Runoff from this stream = 5.066(CFS) Time of concentration = 9.33 min. Rainfall intensity = 9.709(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 19.961 9.50 9.660 2 20.259 17.05 3.319 3 5.066 9.33 9.709 Largest stream flow has longer time of concentration Qp = 20.259 + sum of Qb Ia /Ib 19.961 * 0.712 = 10.659 Qb Ia /Ib 5.066 * 0.705 = 3.571 Qp = 39.979 Total of 3 main streams to confluence: Flow rates before confluence point: 19.961 20.259 5.066 Area of streams before confluence: 9.360 7.290 1.350 Results of confluence: Total flow rate = 39.979(CFS) • Time of concentration = 17.055 min. - Effective stream area after confluence 13.000(Ac.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + ++ + + + + + + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 39.300(Ft.) Downstream point /station elevation = 37.000(Ft.) Pipe length = 203.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.979(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 39.979(CFS) Normal flow depth in pipe = 17.70(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 22.89(In.) Pipe flow velocity = 9.97(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 17.39 min. +++++++++++++++++++++++++++++++++++++++ ++ + + + + + + ++ + + + + + + + ++ + ++ + + + + + + +++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.000(Ac.) Runoff from this stream = 39.979(CFS) Time of concentration = 17.39 min. Rainfall intensity = 3.281(In /Hr) Program is now starting with Main Stream No. 2 20 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 99.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 902.000(Ft.) Top (of initial area) elevation = 52.100(Ft.) Bottom (of initial area) elevation = 46.770(Ft.) Difference in elevation = 5.330(Ft.) Slope = 0.00591 s(percent)= 0.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.732 min. Rainfall intensity = 3.932(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 99.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 8.443(CFS) Total initial stream area = 2.460(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + ++ + ++ + + + + ++ + + + + + + + + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.400(Ft.) Downstream point /station elevation = 36.800(Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.443(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.443(CFS) Normal flow depth in pipe = 6.96(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 13.50(In.) Pipe flow velocity = 13.38(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.88 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + +++ + + + + + + + +++ + + + + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 8.443(CFS) Time of concentration = 12.88 min. Rainfall intensity = 3.906(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + ++++ + + + + + + ++ + + ++ Process from Point /Station 80.000 to Point /Station 81.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 54.800(Ft.) Bottom (of initial area) elevation = 47.400(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0.00925 s(percent)= 0.92 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.095 min. Rainfall intensity = 4.259(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.040 • Decimal fraction soil group B = 0.960 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 21 RI index for soil(AMC 2) = 55.04 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.294(CFS) Total initial stream area = 1.410(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 47.440(Ft.) End of street segment elevation = 45.000(Ft.) Length of street segment = 194.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 46.000(Ft.) Distance from crown to crossfall grade break = 21.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.964(CFS) Depth of flow = 0.389(Ft.), Average velocity = 3.010(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.658(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 1.07 min. TC = 12.17 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.036(In /Hr) for a 100.0 year storm Subarea runoff = 1.289(CFS) for 0.370(AC.) Total runoff = 6.583(CFS) Total area = 1.780(AC.) Street flow at end of street = 6.583(CFS) Half street flow at end of street = 6.583(CFS) Depth of flow = 0.400(Ft.), Average velocity = 3.082(Ft /s) Flow width (from curb towards crown)= 14.212(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + ++ + + + + + + + + + + ++ + + + +++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.780(AC.) Runoff from this stream = 6.583(CFS) Time of concentration = 12.17 min. Rainfall intensity = 4.036(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 34.479 17.39 3.281 2 8.443 12.88 3.906 3 6.583 12.17 4.036 Largest stream flow has longer time of concentration Qp = 34.479 + sum of • Qb Ia /Ib 8.443 * 0.840 = 7.092 22 • Qb I 0.81 6.583 0.813 = 5.351 Qp = 46.922 Total of 3 main streams to confluence: Flow rates before confluence point: 34.479 8.443 6.583 Area of streams before confluence: 13.000 2.460 1.780 Results of confluence: Total flow rate = 46.922(CFS) Time of concentration = 17.394 min. Effective stream area after confluence = 17.240(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 82.000 to Point /Station 100.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 36.800(Ft.) Downstream point /station elevation = 34.900(Ft.) Pipe length = 583.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 46.922(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 4.368(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.268(Ft.) Minor friction loss = 0.000(Ft.) K- factor = 0.00 Pipe flow velocity = 7.47(Ft /s) Travel time through pipe = 1.30 min. Time of concentration (TC) = 18.70 min. End of computations, total study area = 17.24 (Ac.) The following figures may • be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 46.9 • 23 • • RATIONAL METHOD ANALYSIS 10 -YEAR :7 24 0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/11/07 File:178610.out ------------------------------------------------------------------------ 1786 10 YEAR STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6091 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -9.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 9.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 ++++++t++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + +++ + + + + + ++ Process from Point /Station 10.000 to Point /Station 11.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 671.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 54.100(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.01177 s(percent)= 1.18 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.159 min. Rainfall intensity = 2.479(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.806 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350.; Impervious fraction = 0.650 Initial subarea runoff = 2.075(CFS) Total initial stream area = 1.090(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.100(Ft.) Downstream point /station elevation = 96.400(Ft.) Pipe length = 36.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.075(CFS) • Given pipe size = 18.00(In.) Calculated individual pipe flow - 2.075(CFS) Normal flow depth in pipe = 3.28(In.) 25 Flow top width inside pipe = 13.89(In.) • Critical Depth = 6.51(In.) Pipe flow velocity = 9.99(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.22 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + ++ Process from Point /Station 11.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.090(Ac.) Runoff from this stream = 2.075(CFS) Time of concentration = 12.22 min. Rainfall intensity = 2.967(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + + + + ++ + + + + + + ++ + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 216.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 52.900(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.01898 s(percent)= 1.90 TC = k(0.980) *((length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.107 min. Rainfall intensity = 2.925(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.710 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 0.893(CFS) Total initial stream area = 0.930(Ac.) Pervious area fraction = 0.800 +++++++++++++++++++++++++++++++++++++++ ++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 96.500(Ft.) Downstream point /station elevation = 96.900(Ft.) Pipe length = 32.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.893(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.893(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.75(In.) Pipe flow velocity = 2.99(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 9.33 min. +++++++++++++++++++++++++++++++++++++++ + + +++ + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 12.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 0.893(CFS) is Time of concentration = 9.33 min. Rainfall intensity = 2.889(In /Hr) Summary of stream data: 26 • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.075 12.22 2.967 2 0.893 9.33 2.889 Largest stream flow has longer time of concentration Qp = 2.075 + sum of Qb Ia /Ib 0.893 * 0.855 = 0.769 Qp = 2.839 Total of 2 main streams to confluence: Flow rates before confluence point: 2.075 0.893 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 2.839(CFS) Time of concentration = 12.218 min. Effective stream area after confluence = 1.970(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + ++ + + + + + +++ + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 96.900(Ft.) Downstream point /station elevation = 99.900(Ft.) Pipe length = 192.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.839(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 2.839(CFS) • Normal flow depth in pipe = 6.69(In.) Flow top width inside pipe = 15.77(In.) Critical Depth = 7.96(In.) Pipe flow velocity = 5.18(Ft /s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 12.68 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + ++ + + + + + + ++ + + + + ++ Process from Point /Station 12.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 2.839(CFS) Time of concentration = 12.68 min. Rainfall intensity = 2.915(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.01935 s(percent)= 1.93 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.395 min. Rainfall intensity = 3.077(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.820 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 `4A +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ ++ + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.950(Ac.) Runoff from this stream = 3.659(CFS) Time of concentration = 8.39 min. Rainfall intensity = 3.077(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) Decimal fraction soil group D = 0.000 2 3.659 8.39 3.077 RI index for soil(AMC 2) = 56.00 Qp = 3.659 + sum of Pervious area fraction = 0.350; Impervious fraction = 0.650 2.839 * 0.658 = 1.869 Initial subarea runoff = 3.659(CFS) Total of 2 main streams to confluence: Total initial stream area = 1.950(Ac.) 2.839 3.659 Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ ++ + + + + + + + + + + + ++ + + + + + + ++ Process from Point /Station 20.000 to Point /Station 21.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.950(Ac.) Runoff from this stream = 3.659(CFS) Time of concentration = 8.39 min. Rainfall intensity = 3.077(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + +++ + + + + + + ++++ + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 92.700(Ft.) Pipe length = 231.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.527(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 5.527(CFS) Normal flow depth in pipe = 8.19(In.) Flow top width inside pipe = 22.76(In.) Critical Depth = 9.96(In.) Pipe flow velocity = 5.89(Ft /s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 9.01 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + + + + + + ++ + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 5.527(CFS) • Time of concentration = 9.01 min. Rainfall intensity = 2.999(In /Hr) Program is now starting with Main Stream No. 2 28 1 2.839 12.68 2.915 2 3.659 8.39 3.077 Largest stream flow has longer or shorter time of concentration Qp = 3.659 + sum of Qa Tb /Ta 2.839 * 0.658 = 1.869 Qp = 5.527 Total of 2 main streams to confluence: Flow rates before confluence point: 2.839 3.659 Area of streams before confluence: 1.970 1.950 Results of confluence: Total flow rate = 5.527(CFS) Time of concentration = 8.395 min. Effective stream area after confluence = 2.920(Ac.) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + +++ + + + + + + ++++ + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 92.700(Ft.) Pipe length = 231.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.527(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 5.527(CFS) Normal flow depth in pipe = 8.19(In.) Flow top width inside pipe = 22.76(In.) Critical Depth = 9.96(In.) Pipe flow velocity = 5.89(Ft /s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 9.01 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + +++ + + + + + + + + ++ + + + + + ++ Process from Point /Station 21.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 5.527(CFS) • Time of concentration = 9.01 min. Rainfall intensity = 2.999(In /Hr) Program is now starting with Main Stream No. 2 28 Process from Point /Station 30.000 to Point /Station 31.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 57.500(Ft.) Bottom (of initial area) elevation = 51.300(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.01550 s(percent)= 1.55 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.353 min. Rainfall intensity = 2.880(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.100 Decimal fraction soil group B = 0.900 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 53.60 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.706(CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + +++ + + + + + + + + + + + + + + + + ++ Process from Point /Station 30.000 to Point /Station 31.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.160(Ac.) Runoff from this stream = 2.706(CFS) Time of concentration = 9.35 min. • Rainfall intensity = 2.880(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 5.527 9.01 2.999 2 2.706 9.35 2.880 Largest stream flow has longer or shorter time of concentration Qp = 5.527 + sum of Qa Tb /Ta 2.706 0.963 = 2.605 Qp = 8.132 Total of 2 main streams to confluence: Flow rates before confluence point: 5.527 2.706 Area of streams before confluence: 2.920 1.160 Results of confluence: Total flow rate = 8.132(CFS) Time of concentration = 9.005 min. Effective stream area after confluence = 9.080(Ac.) +++++++++++++++++++++++++++++++++++++++ ++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.700(Ft.) Downstream point /station elevation = 92.900(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 • No. of pipes = 1 Required pipe flow = 8.132(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 8.132(CFS) 29 Normal flow depth in pipe = 10.38(In.) • Flow top width inside pipe = 23.78(In.) Critical Depth = 12.17(In.) Pipe flow velocity = 6.25(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.10 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.080(Ac.) Runoff from this stream = 8.132(CFS) Time of concentration = 9.10 min. Rainfall intensity = 2.927(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 55.300(Ft.) Bottom (of initial area) elevation = 93.900(Ft.) Difference in elevation = 11.900(Ft.) Slope = 0.08999 s(percent)= 8.99 TC = k(0.370) *((length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 9.191(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.836 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.970(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 93.900(Ft.) Downstream point /station elevation = 92.900(Ft.) Pipe length = 197.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.970(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.970(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.96(In.) Pipe flow velocity = 3.89(Ft /s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 5.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + ++ + + + + + + +++ ++ Process from Point /Station 91.000 to Point /Station 92.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: • In Main Stream number: 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.970(CFS) 30 Time of concentration = 5.63 min. Rainfall intensity = 3.866(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.132 9.10 2.927 2 0.970 5.63 3.866 Largest stream flow has longer time of concentration Qp = 8.132 + sum of Qb Ia /Ib 0.970 * 0.757 = 0.739 Qp = 8.866 Total of 2 main streams to confluence: Flow rates before confluence point: 8.132 0.970 Area of streams before confluence: 9.080 0.280 Results of confluence: Total flow rate = 8.866(CFS) Time of concentration = 9.099 min. Effective stream area after confluence = 9.360(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 92.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 92.900(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.866(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 8.866(CFS) Normal flow depth in pipe = 9.83(In.) Flow top width inside pipe = 23.61(In.) Critical Depth = 12.75(In.) Pipe flow velocity = 7.32(Ft /s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 9.67 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 31.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.360(AC.) Runoff from this stream = 8.866(CFS) Time of concentration = 9.67 min. Rainfall intensity = 2.825(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + ++ + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 50.000 to Point /Station 51.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 691.000(Ft.) Top (of initial area) elevation = 61.900(Ft.) Bottom (of initial area) elevation = 57.900(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.00579 s(percent)= 0.58 TC = k(0.370) *[(1ength ^3) /(elevation change)) ^0.2 Initial area time of concentration = 19.173 min. • Rainfall intensity = 2.263(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.792 31 +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + + + ++++ + + + ++ + + + + + ++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.400(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.566(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.566(CFS) Normal flow depth in pipe = 9.12(In.) Flow top width inside pipe = 23.30(In.) Critical Depth = 14.64(In.) Pipe flow velocity = 10.56(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 17.18 min. 32 Decimal fraction soil group A = 0.130 • Decimal fraction soil group B = 0.870 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 52.88 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.729(CFS) Total initial stream area = 2.640(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + ++ + + + + ++ + + + ++ Process from Point /Station 51.000 to Point /Station 52.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 57.400(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 484.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 13.000(Ft.) Slope from gutter to grade break (v /hz) = 0.010 Slope from grade break to crown (v /hz) = 0.010 Street flow is on [1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.191(CFS) Depth of flow = 0.375(Ft.), Average velocity = 2.733(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.920(Ft.) Flow velocity = 2.73(Ft /s) Travel time = 2.95 min. TC = 17.13 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.720 Decimal fraction soil group B = 0.280 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.72 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.028(In /Hr) for a 10.0 year storm Subarea runoff = 6.837(CFS) for 4.560(Ac.) Total runoff = 11.566(CFS) Total area = 7.200(Ac.) Street flow at end of street = 11.566(CFS) Half street flow at end of street = 11.566(CFS) Depth of flow = 0.408(Ft.), Average velocity = 3.034(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 26.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + + + ++++ + + + ++ + + + + + ++ Process from Point /Station 52.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 44.400(Ft.) Downstream point /station elevation = 43.400(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.566(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.566(CFS) Normal flow depth in pipe = 9.12(In.) Flow top width inside pipe = 23.30(In.) Critical Depth = 14.64(In.) Pipe flow velocity = 10.56(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 17.18 min. 32 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 52.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.200(Ac.) Runoff from this stream = 11.566(CFS) Time of concentration = 17.18 min. Rainfall intensity = 2.029(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + ++ + + + + + + + +++ + + + ++ + + + ++ Process from Point /Station 70.000 to Point /Station 60.000 * * ** INITIAL AREA EVALUATION * * ** Upstream point /station elevation = 99.030(Ft.) Downstream point /station elevation = 93.900(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.288(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.288(CFS) Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 7.89(In.) Critical Depth = 2.98(In.) Pipe flow velocity = 2.19(Ft /s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 5.98 min. +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + + + + + + + + + + + + + +++ + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.288(CFS) Time of concentration = 5.98 min. Rainfall intensity = 3.733(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) • 1 11.566 17.18 2.029 2 0.288 5.98 3.733 Largest stream flow has longer time of concentration 33 Initial area flow distance = 103.000(Ft.) Top (of initial area) elevation = 52.900(Ft.) Bottom (of initial area) elevation = 96.500(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.05728 s(percent)= 5.73 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 9.191(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.772 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.288(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.350 Process from Point /Station 60.000 to Point /Station 61.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.030(Ft.) Downstream point /station elevation = 93.900(Ft.) Pipe length = 128.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.288(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.288(CFS) Normal flow depth in pipe = 3.21(In.) Flow top width inside pipe = 7.89(In.) Critical Depth = 2.98(In.) Pipe flow velocity = 2.19(Ft /s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 5.98 min. +++++++++++++++++++++++++++++++++++++++ + + + +++ + + + + + + + + + + + + + + + + + + + +++ + ++ Process from Point /Station 60.000 to Point /Station 61.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.288(CFS) Time of concentration = 5.98 min. Rainfall intensity = 3.733(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) • 1 11.566 17.18 2.029 2 0.288 5.98 3.733 Largest stream flow has longer time of concentration 33 • Qp = 11.566 + sum of Qb Ia /Ib 0.288 * 0.592 = 0.156 Qp = 11.722 Total of 2 streams to confluence: Flow rates before confluence point: 11.566 0.288 Area of streams before confluence: 7.200 0.090 Results of confluence: Total flow rate = 11.722(CFS) Time of concentration = 17.182 min. Effective stream area after confluence = 7.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + ++++ + + + + + + ++ + + + + + + + + + + + + + + +++ Process from Point /Station 61.000 to Point /Station 91.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 43.900(Ft.) Downstream point /station elevation = 39.300(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.722(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.722(CFS) Normal flow depth in pipe = 9.92(In.) Flow top width inside pipe = 27.85(In.) Critical Depth = 13.76(In.) Pipe flow velocity = 8.88(Ft /s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 17.61 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 61.000 to Point /Station 41.000 • * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.290(Ac.) Runoff from this stream = 11.722(CFS) Time of concentration = 17.61 min. Rainfall intensity = 1.995(In /Hr) Program is now starting with Main Stream No. 3 • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 282.000(Ft.) Top (of initial area) elevation = 53.600(Ft.) Bottom (of initial area) elevation = 51.400(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00780 s(percent)= 0.78 TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.330 min. Rainfall intensity = 2.884(In /Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.761 Decimal fraction soil group A = 0.800 Decimal fraction soil group B = 0.200 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 36.80 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.962(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.350 34 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 90.000 to Point /Station 91.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.350(Ac.) Runoff from this stream = 2.962(CFS) Time of concentration = 9.33 min. Rainfall intensity = 2.889(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.866 9.67 2.825 2 11.722 17.61 1.995 3 2.962 9.33 2.889 Largest stream flow has longer time of concentration Qp = 11.722 + sum of Qb Ia /Ib 8.866 * 0.706 = 6.261 Qb Ia /Ib 2.962 * 0.692 = 2.099 Qp = 20.032 Total of 3 main streams to confluence: Flow rates before confluence point: 8.866 11.722 2.962 Area of streams before confluence: 9.360 7.290 1.350 Results of confluence: Total flow rate = 20.032(CFS) • Time of concentration = 17.619 min. - Effective stream area after confluence 13.000(Ac.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 39.300(Ft.) Downstream point /station elevation = 37.000(Ft.) Pipe length = 203.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.032(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 20.032(CFS) Normal flow depth in pipe = 13.08(In.) Flow top width inside pipe = 39.63(In.) Critical Depth = 17.29(In.) Pipe flow velocity = 8.63(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 18.01 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 91.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.000(Ac.) Runoff from this stream = 20.032(CFS) Time of concentration = 18.01 min. Rainfall intensity = 1.970(In /Hr) Program is now starting with Main Stream No. 2 35 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 99.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 902.000(Ft.) Top (of initial area) elevation = 52.100(Ft.) Bottom (of initial area) elevation = 96.770(Ft.) Difference in elevation = 5.330(Ft.) Slope = 0.00591 s(percent)= 0.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.732 min. Rainfall intensity = 2.908(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.500 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 99.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.112(CFS) Total initial stream area = 2.960(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + ++ + + + + + ++ + ++ + + + + + +++ + + + ++ + + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 99.900(Ft.) Downstream point /station elevation = 36.800(Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.112(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.112(CFS) Normal flow depth in pipe = 5.39(In.) Flow top width inside pipe = 16.95(In.) Critical Depth = 10.95(In.) Pipe flow velocity = 11.69(Ft /s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.90 min. +++++++++++++++++++++++++++++++++++++++ ++ + +++ + + + + + + + + ++ ++ + + + + + + + ++ + + ++ Process from Point /Station 99.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.960(AC.) Runoff from this stream = 5.112(CFS) Time of concentration = 12.90 min. Rainfall intensity = 2.390(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + ++ + + + + + + ++ + + + + + + + + + + ++ Process from Point /Station 80.000 to Point /Station 81.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 59.800(Ft.) Bottom (of initial area) elevation = 97.900(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00925 s(percent)= 0.92 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.095 min. Rainfall intensity = 2.608(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.090 Decimal fraction soil group B = 0.960 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 55.09 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.213(CFS) 36 Total initial stream area = 1.910(Ac.) • Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + + + + ++ + + + + + + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.780(Ac.) Runoff from this stream = 3.987(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.957(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 20.032 18.01 1.970 2 5.112 12.90 2.390 3 3.987 12.30 2.957 Largest stream flow has longer time of concentration Qp = 20.032 + sum of Qb Ia /Ib 5.112 * 0.829 = 9.213 Qb Ia /Ib 3.987 * 0.802 = 3.197 • QP = 27.991 Total of 3 main streams to confluence: 37 Top of street segment elevation = 97.990(Ft.) End of street segment elevation = 95.000(Ft.) Length of street segment = 199.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 96.000(Ft.) Distance from crown to crossfall grade break = 21.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.639(CFS) Depth of flow = 0.339(Ft.), Average velocity = 2.676(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.199(Ft.) Flow velocity = 2.68(Ft /s) Travel time = 1.21 min. TC = 12.30 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.852 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.957(In /Hr) for a 10.0 year storm Subarea runoff = 0.779(CFS) for 0.370(Ac.) Total runoff = 3.987(CFS) Total area = 1.780(Ac.) Street flow at end of street = 3.987(CFS) Half street flow at end of street = 3.987(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.735(Ft/s) Flow width (from curb towards crown)= 11.583(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.780(Ac.) Runoff from this stream = 3.987(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.957(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 20.032 18.01 1.970 2 5.112 12.90 2.390 3 3.987 12.30 2.957 Largest stream flow has longer time of concentration Qp = 20.032 + sum of Qb Ia /Ib 5.112 * 0.829 = 9.213 Qb Ia /Ib 3.987 * 0.802 = 3.197 • QP = 27.991 Total of 3 main streams to confluence: 37 Flow rates before confluence point: • 20.032 5.112 3.987 Area of streams before confluence: 13.000 2.960 1.780 • .7 Results of confluence: Total flow rate = 27.991(CFS) Time of concentration = 18.006 min. Effective stream area after confluence = 17.290(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + ++ + + + + + + + + + + + ++ + + + + + +++ + + + ++ Process from Point /Station 82.000 to Point /Station 100.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 36.800(Ft.) Downstream point /station elevation = 39.900(Ft.) Pipe length = 583.00(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 27.991(CFS) Given pipe size = 29.00(In.) Calculated individual pipe flow = 13.721(CFS) Normal flow depth in pipe = 29.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 15.99(In.) Pipe flow velocity = 9.11(Ft /s) Travel time through pipe = 2.36 min. Time of concentration (TC) = 20.37 min. End of computations, total study area = 17.29 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.300 Area averaged RI index number = 96.9 38 • • 0 STORM DRAIN HYDRAULICS ANALYSIS 39 • f • Storm Drain Hydraulic Requirements: CVWD has allowed this project to drain storm water runoff to the La Quinta Evacuation Channel. CVWD also requires the project to intercept nuisance flow prior to entering the channel. Per City Bulletin #06 -16, Item No. 24: `The Evacuation Channel obtains an HGL -100 with an approximate elevation of 48.0 pursuant to information provided by CVWD to the City." A HGL of 48.0 represents flooding in Avenue 48 from the Evacuation Channel west to the intersection of Dune Palms Road. This wide spread flooding at the intersection of Avenue 48 and Dune Palms Road also represents the beginning of our Storm Drain Analysis for the 100 -year event (HGL at 48.0). Our analysis identifies the manhole in Dune Palms Road (at station 16 +28.52) as the outlet in the 100 -year event (HGL at 48.0). Grates, in lieu of manhole covers, are proposed at this and the next downstream manhole. We also provide a second 100 -year analysis; "HGL at Critical Depth ". The intent of this analysis is to identify the HGL of the system with an outlet at the evacuation channel, and the channel having very little flow. The beginning HGL is established at critical depth for the proposed pipe. 40 • • 100 -YEAR ANALYSIS HGL AT 48.0 0 41 Z t User Name: mpompa Project: 1786 OFFSITE STORM DRAIN SCENARIO 1 Network: 01 - SCENARIO 1 Date: 07 -17 -07 Time: 15:07:31 Page: 1 :6'a Storm Sewers Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junct cfs in ft ft ft ft Pipe Pipe 1 1 -A 34.50 36.00 48.0000 48.3632 37.2200 38.7200 Outfall Pipe 2 34.50 36.00 48.3732* 48.4307* 38.7200 38.9000 CONC COLLAR Pipe 3 34.50 36.00 48.4507* 48.5409* 38.9400 39.1600 MH1 1 Pipe 4 29.40 15.00 36.00 48.6409* 48.6717* 39.1600 39.3000 TEE 1 Pipe 5 24.00 48.8717* 49.8440* 40.3000 42.3400 MH3 2 Pipe 6 15.00 13.80 24.00 49.9640* 49.9982* 42.3400 42.4100 BEND 1 Pipe 7 9.40 24.00 50.0882* 50.2251* 42.4100 42.7500 WYE I Pipe 8 24.00 50.2951* 50.3235* 42.7500 42.9000 TEE 2 Pipe 9 9.40 24.00 50.3335* 50.6273* 42.9300 44.4800 MH1 3 Pipe 10 9.40 4.90 24.00 50.6773* 50.7474* 44.4800 47.9800 BEND 2 18.00 50.8174* 50.8574* 48.4800 48.5700 CB1 4 Pipe Pipe 11 12 4.90 1.60 18.00 50.8974* 51.1751* 48.5700 49.2100 BEND 3 Pipe 13 18.00 51.2051* 51.2089* 49.2100 49.2900 WYE 2 Pipe 14 1.60 20.30 18.00 51.2089* 51.2111* 49.2900 49.3400 BEND 4 Pipe 15 30.00 48.8717* 49.3823* 39.8000 41.9000 MH3 2 Pipe 16 20.00 20.00 24.00 49.5823* 49.7300* 42.4000 46.8600 MH3 4 Pipe 17 24.00 49.9500* 50.5894* 46.8600 46.9500 BEND 5 1.50 18.00 50.0882* 50.0949* 42.4100 42.7400 WYE 1 Pipe Pipe 18 19 1.50 1.50 18.00 50.0949* 50.0994* 42.7400 42.9600 BEND 6 Pipe 20 3.50 18.00 50.0994* 50.1180* 42.9600 43.8800 BEND 7 Pipe 21 18.00 51.2051* 51.2463* 49.2100 49.3700 WYE 2 Pipe 22 0.50 0.50 12.00 49.5823* 49.5853* 43.4000 43.4900 MH3 4 Pipe 23 12.00 49.5853* 49.5915* 43.4900 43.6500 BEND 8 Pipe 24 0.50 0.50 12.00 49.5915* 49.5952* 43.6500 43.7400 BEND 9 Pipe 25 12.00 49.5952* 49.6002 *' 43.7400 43.8700 BEND 10 Pipe 26 0.50 0.50 12.00 49.6002* 49.6051* 43.8700 43.9900 BEND 11 Pipe 27 0.50 12.00 49.6051* 49.6067* 43.9900 44.0300 BEND 12 12.00 49.6067* 49.6074* 44.4800 44.5000 CB2 7 :6'a User Name: mpompa Date: 07 -17 -07 Project: 1786 OFFSITE STORM DRAIN SCENARIO 1 Time: 15:07:34 Network: 01 - Page: 1 ------------ - - - - -- Storm - Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - 4 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = RCP Pipe Length = 135.7352 ft Plan Length = 135.7269 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 70.09 cfs Invert Elevation Downstream = 37.2200 ft Invert Elevation Upstream = 38.7200 ft Invert Slope = 1.11% Invert Slope (Plan Length) = 1.11* Rim Elevation Downstream = 45.0400 ft Rim Elevation Upstream = 48.7000 ft Natural Ground Slope = 2.70% Crown Elevation Downstream = 40.2200 ft Crown Elevation Upstream = 41.7200 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 = 34.50 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 = 34.50 cfs Uniform Capacity = 70.09 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.0000 ft HGL Elevation Upstream = 48.3632 ft HGL Slope = 0.27 % EGL Elevation Downstream - 48.3704 ft EGL Elevation Upstream = 48.7336 ft EGL Slope = 0.27 t Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream - 4.88 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 9.88 ft /s Area Downstream = 7.07 ft ^2 Area Upstream = 7.07 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.010 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 Gutter Cross -Slope = 0.00 ft /ft p 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 43 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 = + % Slot Efficiency = . g Total Efficiency = 0.00 s PIPE DESCRIPTION: Pipe 1 -A - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 -A Downstream Pipe = Pipe 1 Pipe Material = HDpE Pipe Length = 21.4813 ft Plan Length = 23.4805 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 61.03 cfs Invert Elevation Downstream = 38.7200 ft Invert Elevation Upstream = 38.9000 ft Invert Slope = 0.84% Invert Slope (Plan Length) = 0.77% Rim Elevation Downstream = 48.7000 ft Rim Elevation Upstream = 52.4000 ft Natural Ground Slope = 17.22$ Crown Elevation Downstream = 41.7200 ft Crown Elevation Upstream = 41.9000 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.48 min Total Intensity = 10.48 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 61.03 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.3732 ft HGL Elevation Upstream = 48.4307 ft HGL Slope = 0.27 % EGL Elevation Downstream = 48.7436 ft EGL Elevation Upstream = 48.8011 ft EGL Slope = 0.27 % Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 8.90 ft /s Uniform Velocity Upstream = 8.90 ft /s Area Downstream = 7.07 ft"2 Area Upstream = 7.07 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.020 ft - -- -INLET INFORMATION--- - Downstream Inlet = CONC COLLAR Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in 44 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 = * 8 Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 2 ---- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 -A Pipe Material = RCP Pipe Length = 33.6839 ft Plan Length = 35.6847 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 53.88 cfs Invert Elevation Downstream = 38.9400 ft Invert Elevation Upstream = 39.1600 ft Invert Slope = 0.658 Invert Slope (Plan Length) = 0.628 Rim Elevation Downstream = 52.4000 ft Rim Elevation Upstream = 51.8900 ft Natural Ground Slope = -1.518 Crown Elevation Downstream = 41.9400 ft `✓ Crown Elevation Upstream = 42.1600 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 = 34.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.35 min Total Intensity = 10.53 in /hr Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 53.88 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.4507 ft HGL Elevation Upstream = 48.5409 ft HGL Slope = 0.27 8 EGL Elevation Downstream = 48.8211 ft EGL Elevation Upstream = 48.9112 ft EGL Slope = 0.27 8 Critical Depth = 22.9032 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.88 ft /s Velocity Upstream = 4.88 ft /s Uniform Velocity Downstream = 8.09 ft /s Uniform Velocity Upstream = 8.09 ft /s r Area Downstream Area Upstream = 7.07 ft"2 = 7.07 ft ^2 • Kj (JLC) = NA Calculated Junction Loss = 0.100 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 45 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 = * g 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 = RCP Pipe Length = 15.8606 ft Plan Length = 18.9900 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 62.64 cfs Invert Elevation Downstream = 39.1600 ft Invert Elevation Upstream = 39.3000 ft Invert Slope = 0.88* invert Slope (Plan Length) - 0.74% Rim Elevation Downstream = 51.8900 ft Rim Elevation Upstream = 51.6850 ft Natural Ground Slope = -1.29% Crown Elevation Downstream = 42.1600 ft Crown Elevation Upstream = 42.3000 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 = 29.40 cfs Inlet Hydrograph Flow = 0.00 cfe Total Area - 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 4.28 min Total Intensity = 10.57 in /hr Total Rational Flow = 0.00 cfs Total Flow = 29.40 cfs Uniform Capacity = 62.64 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.6409 ft HGL Elevation Upstream = 48.6717 ft HGL Slope = 0.19 EGL Elevation Downstream = 48.9098 ft EGL Elevation Upstream = 48.9406 ft EGL Slope = 0.19 % Critical Depth Depth Downstream = 21.0744 in = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.16 ft /s Velocity Upstream = 4.16 ft /s Uniform Velocity Downstream = 8.72 ft /s Uniform Velocity Upstream = 8.72 ft /s Area Downstream = 7.07 ft ^2 46 Area Upstream = 7.07 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - . 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 = * % 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 = 221.0512 ft Plan Length = 223.3331 ft Pipe Type - Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 21.72 cfs Invert Elevation Downstream = 40.3000 ft Invert Elevation Upstream = 42.3400 ft Invert Slope = 0.92% Invert Slope (Plan Length) = 0.91% Rim Elevation Downstream - 51.6850 ft Rim Elevation Upstream = 52.1562 ft Natural Ground Slope = 0.21% Crown Elevation Downstream = 42.3000 ft Crown Elevation Upstream = 44.3400 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.91 min Total Intensity = 11.25 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 21.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.8717 ft HGL Elevation Upstream = 49.8440 ft HGL Slope = 0.44 % EGL Elevation Downstream = 49.2261 ft EGL Elevation Upstream = 50.1984 ft EGL Slope = 0.44 % Critical Depth = 16.7544 in 47 Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 8.09 ft /s Uniform Velocity Upstream = 7.46 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.120 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 = : g Slot Efficiency = + g Total Efficiency = 0.00 W DESCRIPTION: Pipe 5 - -- - RAINPALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe - Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDpE Pipe Length = 7.7708 ft Plan Length = 7.7705 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's ,n" = 0.013 Pipe Capacity at Invert Slope = 21.46 cfs Invert Elevation Downstream = 42.3400 ft Invert Elevation Upstream = 42.4100 ft Invert Slope = 0.90% Invert Slope (Plan Length) = 0.90* Rim Elevation Downstream = 52.1562 ft Rim Elevation Upstream - 52.0193 ft Natural Ground Slope - -1.76% Crown Elevation Downstream = 44.3400 ft Crown Elevation Upstream = 44.4100 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 = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration - 2.88 min Total Intensity = 11.27 in /hr Total Rational Flow = 0.00 cfs • Total Flow = 15.00 cfs Uniform Capacity = 21.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- 48 HGL Elevation Downstream = 49.9640 ft HGL Elevation Upstream = 49.9982 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 50.3184 ft EGL Elevation Upstream = 50.3526 ft EGL Slope = 0.44 $ Critical Depth = 16.7544 in C- Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 7.39 ft /s Uniform Velocity Upstream = 7.39 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.090 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 = r % Grate Efficiency = + % Slot Efficiency = • P6 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 = 36.7735 ft Plan Length = 36.7720 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope - 21.74 cfs Invert Elevation Downstream = 42.4100 ft Invert Elevation Upstream = 42.7500 ft Invert Slope = 0.92% Invert Slope (Plan Length) = 0.92$ Rim Elevation Downstream = 52.0193 £t Rim Elevation Upstream = 51.7900 ft Natural Ground Slope = -0.62% Crown Elevation Downstream - 44.4100 ft Crown Elevation Upstream = 44.7500 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min C Inlet intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 13.80 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.67 min Total Intensity = 11.39 in /hr 49 Total Rational Flow = 0.00 cfs Total Flow = 13.80 cfs Uniform Capacity = 21.74 cfs Skipped flow = 0.00 cfs • Infiltration = 0.00 gpd -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0882 ft HGL Elevation Upstream = 50.2251 ft HGL Slope = 0.37 % EGL Elevation Downstream = 50.3881 ft EGL Elevation Upstream = 50.5251 ft EGL Slope = 0.37 % Critical Depth = 16.0560 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.39 ft /s Velocity Upstream = 4.39 ft /s Uniform Velocity Downstream = 7.33 ft /s Uniform Velocity Upstream = 7.33 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.070 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = cNone> 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 Plow = 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 = . g 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 = 16.4807 ft Plan Length = 18.4800 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning,s °n° = 0.013 Pipe Capacity at Invert Slope = 21.57 cfs Invert Elevation Downstream = 42.7500 ft Invert Elevation Upstream = 42.9000 ft Invert Slope = 0.91% Invert Slope (Plan Length) = 0.81% Rim Elevation Downstream = 51.7900 ft Rim Elevation Upstream = 51.9869 ft Natural Ground Slope = 1.20% Crown Elevation Downstream = 44.7500 ft Crown Elevation Upstream = 44.9000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr 50 Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 • Total Time of Concentration = 2.56 min Total Intensity Total Rational Flow = 11.44 in /hr = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.2951 ft HGL Elevation Upstream = 50.3235 ft HGL Slope = 0.17 % EGL Elevation Downstream = 50.4342 ft EGL Elevation Upstream = 50.4627 ft EGL Slope = 0.17 % Critical Depth = 13.1496 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 = 6.63 ft /s Uniform Velocity Upstream = 6.63 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.010 ft - -- -INLET INFORMATION--- - Downstream Inlet = TEE 2 Inlet Description = cNone> 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 Ilk 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 8 = Pipe 7 = HDPE = 170.0522 ft = 172.5200 ft = 24.00 in = 0.013 = 21.59 cfs = 42.9300 ft = 44.4800 ft = 0.91% Invert Slope (Plan Length) = 0.90% Rim Elevation Downstream = 51.9869 ft Rim Elevation Upstream = 53.1567 ft Natural Ground Slope - 0.69% Crown Elevation Downstream = 44.9300 ft 51 Crown Elevation Upstream = 46.4800 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 = 9.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.60 min Total Intensity = 12.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.40 cfs Uniform Capacity = 21.59 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.3335 ft HGL Elevation Upstream = 50.6273 ft HGL Slope = 0.17 % EGL Elevation Downstream - 50.4727 ft EGL Elevation Upstream = 50.7665 ft EGL Slope = 0.17 % Critical Depth = 13.1496 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 = 6.64 ft /s Uniform Velocity Upstream = 6.64 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.050 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 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 = * g Grate Efficiency = * g Slot Efficiency = * g 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 = 40.5812 ft Plan Length = 41.9300 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning,s °n" = 0.013 Pipe Capacity at Invert Slope = 66.41 cfs Invert Elevation Downstream = 44.4800 ft 52 Invert Elevation Upstream = 47.9800 ft Invert Slope = 8.668 Invert Slope (Plan Length) = 8.358 Rim Elevation Downstream = 53.1567 ft Rim Elevation Upstream = 53.4800 ft Natural Ground Slope = 0.80% Crown Elevation Downstream Crown Elevation Upstream = 46.4800 ft = 49.9800 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 = 9.40 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 = 9.40 cfs Uniform Capacity = 66.41 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.6773 ft HGL Elevation Upstream = 50.7474 ft HGL Slope = 0.17 % EGL Elevation Downstream = 50.8165 ft EGL Elevation Upstream = 50.8866 ft EGL Slope = 0.17 e Critical Depth = 13.1496 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 = 14.96 ft /s Uniform Velocity Upstream = 14.96 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.070 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 = + g 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 53 Pipe Length = 18.3796 ft Plan Length = 19.8800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n,' = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs 1 Invert Elevation Downstream = 48.4800 ft Invert Elevation Upstream = 48.5700 ft Invert Slope = 0.49W Invert Slope (Plan Length) = 0.458 Rim Elevation Downstream = 53.4800 ft Rim Elevation Upstream = 53.5163 ft Natural Ground Slope = 0.208 Crown Elevation Downstream = 49.9800 ft Crown Elevation Upstream = 50.0700 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 = 4.90 cfs Inlet Hydrograph Flow =,0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.25 min Total Intensity = 12.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.8174 ft HGL Elevation Upstream = 50.8574 ft HGL Slope = 0.22 % EGL Elevation Downstream = 50.9369 ft EGL Elevation Upstream = 50.9769 ft EGL Slope = 0.22 8 Critical Depth Depth Downstream = 10.2168 in = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.77 ft /s Velocity Upstream = 2.77 ft /s Uniform Velocity Downstream = 4.45 ft /s Uniform Velocity Upstream = 4.45 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.040 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB1 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 = * g 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 r $ Grate Efficiency = • P6 Slot Efficiency _ , %. Total Efficiency = 0.00 t PIPE DESCRIPTION: Pipe 11 - --- RAINFALL INFORMATION--- - 54 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe - Pipe 11 • Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 127.5681 ft Plan Length = 127.5665 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n^ = 0.013 Pipe Capacity at Invert Slope = 7.44 cfs Invert Elevation Downstream = 48.5700 ft Invert Elevation Upstream = 49.2100 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.501 Rim Elevation Downstream = 53.5163 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 0.49% Crown Elevation Downstream = 50.0700 ft Crown Elevation Upstream = 50.7100 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 = 4.90 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area - 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.48 min Total Intensity = 12.76 in /hr Total Rational Flow = 0.00 cfs Total Flow = 4.90 cfs Uniform Capacity = 7.44 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - OF HGL Elevation Downstream = 50.8974 ft HGL Elevation Upstream = 51.1751 ft HGL Slope = 0.22 % EGL Elevation Downstream = 51.0169 ft EGL Elevation Upstream = 51.2947 ft EGL Slope = 0.22 % Critical Depth = 10.2168 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 2.77 ft /s Velocity Upstream = 2.77 ft /s Uniform Velocity Downstream = 4.50 ft /s Uniform Velocity Upstream = 4.50 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.030 ft - -- -INLET INFORMATION--- - 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 = • % 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 Pavement Flow = 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 Gutter Velocity = 0.00 ft /s 55 Curb Efficiency = . g Grate Efficiency = + Slot Efficiency = + Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 12 ( - - -- RAINFALL INFORMATION--- - `� Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe - Pipe 12 Downstream Pipe = Pipe 11 Pipe Material = HDPE Pipe Length = 16.2248 ft Plan Length = 16.2246 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 7.37 cfs Invert Elevation Downstream = 49.2100 ft Invert Elevation Upstream = 49.2900 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream - 54.3835 ft Natural Ground Slope = 1.528 Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.7900 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 = 1.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.18 min Total Intensity = 12.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.60 cfs Uniform Capacity = 7.37 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd -- -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2051 ft HGL Elevation Upstream = 51.2089 ft HGL Slope = 0.02 % EGL Elevation Downstream = 51.2179 ft EGL Elevation Upstream = 51.2217 ft EGL Slope = 0.02 % Critical Depth = 5.7024 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.91 ft /s Velocity Upstream = 0.91 ft /s Uniform Velocity Downstream = 4.12 ft /s Uniform Velocity Upstream = 3.33 ft /s Area Downstream = 1.77 ft'2 Area Upstream = 1.77 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 56 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 = 0.00 ft /s = Grate Efficiency = • Slot Efficiency = • 8 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 12 Pipe Material = HDPE Pipe Length = 9.2501 ft Plan Length = 10.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning -s "n" = 0.013 Pipe Capacity at Invert Slope = 7.72 cfs Invert Elevation Downstream = 49.2900 ft Invert Elevation Upstream = 49.3400 ft Invert Slope = 0.548 Invert Slope (Plan Length) = 0.508 Rim Elevation Downstream = 54.3835 ft Rim Elevation Upstream = 54.1600 ft Natural Ground Slope = -2.428 Crown Elevation Downstream = 50.7900 ft Crown Elevation Upstream = 50.8400 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 = 1.60 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 = 1.60 cfs Uniform Capacity = 7.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2089 ft HGL Elevation Upstream = 51.2111 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 51.2217 ft EGL Elevation Upstream = 51.2238 ft EGL Slope = 0.02 8 Critical Depth = 5.7024 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.91 ft /s Velocity Upstream = 0.91 ft /s Uniform Velocity Downstream = 3.45 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 = 0.000 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 57 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 = . 4; 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 3 Pipe Material = HDPE Pipe Length = 208.4060 ft Plan Length = 212.8200 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning,s °n -, = 0.013 Pipe Capacity at Invert Slope = 41.16 cfs Invert Elevation Downstream = 39.8000 ft Invert Elevation Upstream = 41.9000 ft Invert Slope = 1.01$ Invert Slope (Plan Length) = 0.99% Rim Elevation Downstream = 51.6850 ft Rim Elevation Upstream = 52.0228 ft Natural Ground Slope = 0.16% Crown Elevation Downstream = 42.3000 ft Crown Elevation Upstream = 44.4000 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 = 20.30 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 3.42 min Total Intensity = 10.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.30 cfs Uniform Capacity = 41.16 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.8717 ft HGL Elevation Upstream = 49.3823 ft HGL Slope - 0.25 8 EGL Elevation Downstream = 49.1376 ft EGL Elevation Upstream = 49.6482 ft EGL Slope = 0.25 $ Critical Depth = 18.3630 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 4.14 ft /s Velocity Upstream = 4.14 ft /s Uniform Velocity Downstream - 8.36 ft /s Uniform Velocity Upstream = 8.36 ft /s Area Downstream = 4.91 ft ^2 Area Upstream = 4.91 ft''2 (JLC) = C Calculated Junction Loss = 0.200 ft 0. - -- -INLET INFORMATION--- - Downstream Inlet = MH3 2 Inlet Description = <None> Inlet Type = Undefined 58 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 = 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 = 18.8828 ft Plan Length = 20.3600 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning -s "n" - 0.013 Pipe Capacity at Invert Slope = 109.90 cfs Invert Elevation Downstream = 42.4000 ft Invert Elevation Upstream = 46.8600 ft Invert Slope = 24.318 Invert Slope (Plan Length) = 21.91% Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream - 51.9212 ft Natural Ground Slope = -0.54* Crown Elevation Downstream = 44.4000 ft Crown Elevation Upstream = 48.8600 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 = 20.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.05 min Total Intensity = 13.08 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.00 cfs Uniform Capacity = 109.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5823 ft HGL Elevation Upstream = 49.7300 ft HGL Slope = 0.80 % EGL Elevation Downstream = 50.2124 ft EGL Elevation Upstream = 50.3601 ft EGL Slope = 0.80 % Critical Depth = 19.2768 in / Depth Downstream Depth Upstream = 24.0000 in = 24.0000 in • Velocity Downstream = 6.37 ft /s Velocity Upstream = 6.37 ft /s Uniform Velocity Downstream = 26.60 ft /s Uniform Velocity Upstream = 26.60 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft^2 59 Kj (JLC) = NA Calculated Junction Loss = 0.220 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 4 Inlet Description = <None> Inlet Type Computation Case = Undefined = 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 = • g Grate Efficiency = r 9, Slot Efficiency . r % Total Efficiency = 0.00 t PIPE DESCRIPTION: Pipe 16 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 16 Downstream Pipe = Pipe 15 Pipe Material = HDPE Pipe Length = 18.1102 ft Plan Length = 19.6100 ft �- Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n^ = 0.013 Pipe Capacity at Invert Slope = 15.94 cfs Invert Elevation Downstream = 46.8600 ft Invert Elevation Upstream = 46.9500 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.46% Rim Elevation Downstream = 51.9212 ft Rim Elevation Upstream = 51.9500 ft Natural Ground Slope = 0.164 Crown Elevation Downstream = 48.8600 ft Crown Elevation Upstream = 48.9500 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 = 20.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.00 cfs Uniform Capacity = 15.94 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.9500 ft HGL Elevation Upstream = 50.5894 ft HGL Slope = 3.53 t EGL Elevation Downstream = 50.5801 ft EGL Elevation Upstream = 51.2195 ft EGL Slope = 3.53 $ Critical Depth = 19.2768 in Depth Downstream = 24.0000 in 60 Depth Upstream = 24.0000 in Velocity Downstream = 6.37 ft /s Velocity Upstream = 6.37 ft /s Uniform Velocity Downstream = 6.37 ft /s Uniform Velocity Upstream = 0.00 ft /s _ Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft"2 C�. KJ (JLC) = NA Calculated Junction Loss = 0.790 ft - -- -INLET INFORMATION--- - 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 = + 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 = + 8 Grate Efficiency = . Slot Efficiency = * 8 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 17 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 33.0960 ft Plan Length = 33.0943 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's °n" = 0.013 Pipe Capacity at Invert Slope = 10.48 cfs Invert Elevation Downstream = 42.4100 ft Invert Elevation Upstream = 42.7400 ft Invert Slope = 1.00% Invert Slope (Plan Length) = 1.008 Rim Elevation Downstream = 52.0193 ft Rim Elevation Upstream = 51.9482 ft' Natural Ground Slope = -0.218 Crown Elevation Downstream = 43.9100 ft Crown Elevation Upstream = 44.2400 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 - 1.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.24 min Total Intensity = 11.63 in /hr Total Rational Flow Total Flow = 0.00 cfs = 1.50 cfs Uniform Capacity = 10.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0882 ft 61 HGL Elevation Upstream = 50.0949 ft HGL Slope = 0.02 % EGL Elevation Downstream = 50.0994 ft EGL Elevation Upstream = 50.1061 ft EGL Slope = 0.02 % Critical Depth = 5.5152 in / Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft /s Uniform Velocity Downstream = 7.55 ft /s Uniform Velocity Upstream = 4.21 ft /s Area Downstream = 1.77 ft ^2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 = * g Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 18 Downstream Pipe = Pipe 17 Pipe Material = HDPE Pipe Length = 21.8141 ft Plan Length = 21.8130 ft Pipe Type = Circular Pipe Dimensions - 18.00 in Pipe Manning,s °n'- = 0.013 Pipe Capacity at Invert Slope = 10.54 cfs Invert Elevation Downstream = 42.7400 ft Invert Elevation Upstream = 42.9600 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.01% Rim Elevation Downstream = 51.9482 ft Rim Elevation Upstream - 52.4740 ft Natural Ground Slope - 2.418 Crown Elevation Downstream = 44.2400 ft .Crown Elevation Upstream = 44.4600 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 Inlet Input Flow = 0.00 cfs = 1.50 cfs • Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.81 min Total Intensity = 11.89 in /hr Total Rational Flow = 0.00 cfs 62 Total Flow = 1.50 cfs Uniform Capacity = 10.54 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ---- HYDRAULIC INFORMATION--- - C HGL Elevation Downstream = 50.0949 ft HGL Elevation Upstream = 50.0994 ft HGL Slope = 0.02 t EGL Elevation Downstream = 50.1061 ft EGL Elevation Upstream = 50.1106 ft EGL Slope = 0.02 4 Critical Depth = 5.5152 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft /s Uniform Velocity Downstream = 4.23 ft /s Uniform Velocity Upstream = 4.23 ft /s Area Downstream = 1.77 ft"2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss - 0.000 ft - -- -INLET INFORMATION--- - 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 = + g 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 = • g 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 Pipe Material = HDPE Pipe Length = 91.5206 ft Plan Length = 92.0159 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.53 cfs Invert Elevation Downstream = 42.9600 ft Invert Elevation Upstream = 43.8800 ft Invert Slope = 1.01% Invert Slope (Plan Length) = 1.00W Rim Elevation Downstream = 52.4740 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 1.82% Crown Elevation Downstream = 44.4600 ft Crown Elevation Upstream = 45.3800 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 63 Inlet Input Flow = 1.50 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 = 1.50 cfs Uniform Capacity = 10.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0994 ft HGL Elevation Upstream = 50.1180 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 50.1106 ft EGL Elevation Upstream = 50.1292 ft EGL Slope = 0.02 8 Critical Depth = 5.5152 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.85 ft /s Velocity Upstream = 0.85 ft /s Uniform Velocity Downstream = 4.22 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 = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 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 = . 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 = • 8 Grate Efficiency = • 8 Slot Efficiency = r 8 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 20 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 20 Downstream Pipe = Pipe 11 Pipe Material = HDpE Pipe Length = 32.6904 ft Plan Length = 38.6900 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream = 49.2100 ft Invert Elevation Upstream = 49.3700 ft C Invert Slope = 0.498 Invert Slope (Plan Length) = 0.418 Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.1000 ft Natural Ground Slope = -0.118 Crown Elevation Downstream = 50.7100 ft Crown Elevation Upstream = 50.8700 ft 64 --- -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 = 3.50 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 = 3.50 cfs Uniform Capacity = 7.35 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.2051 ft HGL Elevation Upstream = 51.2463 ft HGL Slope = 0.13 % EGL Elevation Downstream = 51.2661 ft EGL Elevation Upstream = 51.3073 ft EGL Slope = 0.13 W Critical Depth = 8.5662 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.98 ft /s Velocity Upstream = 1.98 ft /s Uniform Velocity Downstream = 4.11 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 = 0.080 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 2 Inlet Description = <None> Inlet Type Computation Case = Undefined = 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 = • g Grate Efficiency = . g Slot Efficiency = : 3 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 14 Pipe Material = HDpE Pipe Length = 15.1379 ft f Plan Length = 16.9000 ft . Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 2.75 cfs Invert Elevation Downstream = 43.4000 ft Invert Elevation Upstream = 43.4900 ft 65 Invert Slope = 0.59% Invert Slope (Plan Length) = 0.53% Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream = 52.3395 ft Natural Ground Slope = 2.09% • Crown Elevation Downstream = 44.4000 ft Crown Elevation Upstream = 44.4900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.98 min Total Intensity = 11.22 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5823 ft HGL Elevation Upstream = 49.5853 ft HGL Slope = 0.02 % EGL Elevation Downstream = 49.5886 ft EGL Elevation Upstream = 49.5916 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 6.37 ft /s Uniform Velocity Upstream = 2.66 ft /s Area Downstream = 0.79 ft "2 Area Upstream = 0.79 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH3 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 22 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 22 Downstream Pipe = Pipe 21 Pipe Material = HDpE Pipe Length = 31.5689 ft 66 Plan Length = 31.5685 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s "n^ = 0.013 Pipe Capacity at invert Slope = 2.54 cfs Invert Elevation Downstream • = 43.4900 ft Invert Elevation Upstream = 43.6500 ft Invert Slope = 0.51$ Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 52.3395 ft Rim Elevation Upstream = 52.3278 ft Natural Ground Slope = -0.04% Crown Elevation Downstream = 44.4900 ft Crown Elevation Upstream = 44.6500 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.15 min Total Intensity = 11.68 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.54 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5853 ft HGL Elevation Upstream = 49.5915 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 49.5916 ft EGL Elevation Upstream = 49.5978 ft. EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.51 ft /s Uniform Velocity Upstream = 2.51 ft /s Area Downstream = 0.79 ft'2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 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 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 = * g • Slot Efficiency = • g Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 23 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year 67 Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 23 Downstream Pipe = Pipe 22 • Pipe Material = HDPE Pipe Length = 18.6440 ft Plan Length = 18.6437 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning -s "n" = 0.013 Pipe Capacity at Invert Slope = 2.47 cfs Invert Elevation Downstream = 43.6500 ft Invert Elevation Upstream = 43.7400 ft Invert'Slope = 0.4896 Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 52.3278 ft Rim Elevation Upstream = 50.9200 ft Natural Ground Slope = -7.55% Crown Elevation Downstream = 44.6500 ft Crown Elevation Upstream = 44.7400 £t - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.66 min Total Intensity = 11.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.47 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5915 ft HGL Elevation Upstream = 49.5952 ft HGL Slope = 0.02 it EGL Elevation Downstream = 49.5978 ft EGL Elevation Upstream = 49.6015 ft EGL Slope = 0.02 $ Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.47 ft /s Uniform Velocity Upstream = 2.47 ft /s Area Downstream = 0.79 ft"2 Area Upstream = 0.79 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream 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 Gutter Flow = 0.00 cfs = 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 = * %. 68 Grate Efficiency = x % 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 - HOPE Pipe Length = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.55 cfs Invert Elevation Downstream = 43.7400 ft Invert Elevation Upstream = 43.8700 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream ='50.9200 ft Rim Elevation Upstream = 49.2178 ft Natural Ground Slope = -6.74% Crown Elevation Downstream = 44.7400 ft Crown Elevation Upstream = 44.8700 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity - 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.00 min Total Intensity = 12.40 in /hr Total Rational Flow Total Flow = 0.00 cfs = 0.50 cfs Uniform Capacity = 2.55 cfs �> Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.5952 ft HGL Elevation Upstream = 49.6002 ft HGL Slope = 0.02 % EGL Elevation Downstream = 49.6015 ft EGL Elevation Upstream = 49.6065 ft EGL Slope = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /a Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 30 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 69 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 = r $ 1(4 Grate Efficiency = + g 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 = 25.2574 ft Plan Length = 25.2571 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.45 cfs Invert Elevation Downstream = 43.8700 ft Invert Elevation Upstream = 43.9900 ft Invert Slope = 0.48W Invert Slope (Plan Length) = 0.48% Rim Elevation Downstream = 49.2178 ft Rim Elevation Upstream = 47.5157 ft Natural Ground Slope = -6.748 Crown Elevation Downstream = 44.8700 ft Crown Elevation Upstream = 44.9900 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 Inlet Input Flow = 0.00 cfs = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.34 min Total Intensity = 12.87 in /hr Total Rational Flow - 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.45 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6002 ft HGL Elevation Upstream = 49.6051 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 49.6065 ft EGL Elevation Upstream = 49.6115 ft EGL Slope = 0.02 Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.45 ft /s Uniform Velocity Upstream = 2.45 ft /s Area Downstream = 0.79 ft ^2 Area Upstream = 0.79 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = SEND 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 70 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 r Pavement Flow = 0.00 cfs l/O 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 = • g Grate Efficiency = + g Slot Efficiency = * g Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 26 ---- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 26 Downstream Pipe = Pipe 25 Pipe Material = HDPE Pipe Length = 7.7501 ft Plan Length = 8.5000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning,s °n" = 0.013 Pipe Capacity at Invert Slope = 2.56 cfs Invert Elevation Downstream = 43.9900 ft Invert Elevation Upstream = 44.0300 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 47.5157 ft Rim Elevation Upstream = 46.8424 ft Natural Ground Slope = -8.69% Crown Elevation Downstream = 44.9900 ft _ Crown Elevation Upstream = 45.0300 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient 0.000 Inlet Time = 0.00 min Inlet Intensity - 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.12 min Total Intensity = 13.03 in /hr Total Rational Flow = 0.00 cfe Total Flow = 0.50 cfs Uniform Capacity = 2.56 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6051 ft HGL Elevation Upstream = 49.6067 ft HGL Slope = 0.02 % EGL Elevation Downstream = 49.6115 ft EGL Elevation Upstream = 49.6130 ft EGL Slope ,... = 0.02 % Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream = 12.0000 in Velocity Downstream = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.53 ft /s Uniform Velocity Upstream = 2.53 ft /s Area Downstream = 0.79 ft^2 Area Upstream = 0.79 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -INLET INFORMATION--- - Downstream Inlet = BEND 12 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag 71 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 Intercept Efficiency = 0.0000 ft = • % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow - 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 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 = w g Grate Efficiency = , Slot Efficiency = r g 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 - 3.5000 ft Plan Length = 4.5000 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 2.69 cfs Invert Elevation Downstream = 44.4800 ft Invert Elevation Upstream Invert Slope - 44.5000 ft = 0.57t Invert Slope (Plan Length) = 0.44W �- Rim Elevation Downstream = 46.8424 ft Rim Elevation Upstream = 46.5278 ft Natural Ground Slope = -8.99% Crown Elevation Downstream = 45.4800 ft Crown Elevation Upstream - 45.5000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.50 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfs Uniform Capacity = 2.69 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.6067 ft HGL Elevation Upstream = 49.6074 ft HGL Slope = 0.02 8 EGL Elevation Downstream = 49.6130 ft EGL Elevation Upstream = 49.6137 ft EGL Slope = 0.02 $ Critical Depth = 3.5184 in Depth Downstream = 12.0000 in Depth Upstream Velocity Downstream = 12.0000 in = 0.64 ft /s Velocity Upstream = 0.64 ft /s Uniform Velocity Downstream = 2.62 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.79 ft "2 Area Upstream = 0.79 ft"2 Kj (JLC) = NA 72 Calculated Junction Loss = 0.010 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB2 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 = . qd Grate Efficiency = • % Slot Efficiency = + g Total Efficiency = 0.00 t Ilk 73 • . 100 -YEAR ANALYSIS HGL AT CRITICAL DEPTH 74