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33588�i ummim� o, IE �i HYDROLOGY /HYDRAULICS I��EP U 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 October 12, 2007 Prepared for: Coachella Valley Housing Coalition 45 -701 Monroe Street, Suite G Indio, CA 92201 JN: 1786 MSA CONSULTING, INC. PLarir wo ■ Cwm Bmnammo '. Lanni SvRvnwo 34200 BoB HoPE DRm ■ RANcHo MutaoB ■ CA 92270 1)81 �ONE (760) 320 -98U ■ PAX (760) 323 -7893 gS> F< C-'b P Y �x 11 6/c,7 :• • • �ARMHNBAA- AS, ULIC* -S REP014�' 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 October 12, 2007 �QRof ESS/p y� ,�� P. D f �q ,�F Jam, ^ 1i�- -R N0. 43880 ,(9-30_69 sr ClvIL Prepared for: qlf OF CAl1F4��\ Coachella Valley Housing Coalition 45 -701 Monroe Street, Suite G Indio, CA 92201 MSA CONSULTING, INC. PLnrrMG ■ C M BNGUam mo ■ LAM SURVEMG 34200 BoB Hops DRm ■ RANcxo MmAos ■ CA 92270 TsLmoxs (760) 320 -9811 w FAx (760) 323 -7893 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 ..................... .............................40 Storm Drain Hydraulic Requirements ..... ............................... 41 100 -Year Analysis HGL at 48. 0 .............. ............................... 42 100 -Year Analysis HGL at Critical Depth .. .............................75 10- Year Analysis ......................... ............................... 115 FEMAMaps .................... ............................... ............................126 • Hydrologic Soil Group Classification .............. ............................128 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 = C,(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 CH, = 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 d100= 0.60'- 0.12'= 0.48'. Catch Basin No. 1 - SUMP With L = 19': Q1oo -mAx = CW(L + 1.8W) d1oo1.5 • = 2.3[19 + 1.8(4)](0.48)1.5 = 20.0 cfs = Q1oo= 20.0 cfs ✓ Q10 -MAx = CA + 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) 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': Q1oo -mAx = C,(L + 1.8W) d1oo1.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs >. Q1oo= 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,(L + 1.8W) d1001.5 = 2.3[4 + 1.8(4)](0.48)1.5 = 8.6 cfs > Q1oo= 6.2 cfs ✓ Q10-mAx = CN,(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 • 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 10 -YEAR STORM (ft /ft) 0.0058 Sx Pavement Cross Slope Roadway and Discharge Data Sw Gutter Cross Slope Cross Slope Composite n S Longitudinal Slope (ft /ft) 0.0058 W Sx Pavement Cross Slope (ft /ft) 0.0200 a Sw Gutter Cross Slope (ft /ft) 0.0630 is n W Manning's Coefficient Gutter Width (ft) 0.015 2.00 Width of Spread (ft) 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 • 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 - 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. 0.015 0 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 - Opening LT Length for 1008 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 Depth of Flow (ft) 0.39 • V Average Velocity (ft /sec) 3.47 0 • 0 • Inlet Interception Inlet Type Curb - Opening LT Length for 100% 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 Type Curb - Opening LT Length for 100% 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 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 - Opening LT Length for 100% 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 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 • 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. • • • 0 VICINITY MAP 0 0 0 z O Z D 'v of A �ASHINGTONI STREET �Z ADAMS STREET (.n N p 4N. � = 2 D D DTI m m m r'77 z z c c z c m m m 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 i+++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + ++ 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 = 1.040(Ac.) Runoff from this stream = 3.508(CFS) Time of concentration = 12.21 min. Rainfall intensity = 4.029(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 * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 = 1.639(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.639(CFS) Normal flow depth in pipe = 8.37(In.) Flow top width inside pipe = 11.03(In.) Critical Depth = 6.53(In.) Pipe flow velocity = 2.80(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.83 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 = 1.639(CFS) Time of concentration = 8.83 min. Rainfall intensity = 4.862(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In /Hr) W Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 55.200(Ft.) Difference in elevation = 8.800(Ft.) Slope = 0.03451 s(percent)= 3.45 TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.635 min. Rainfall intensity = 4.925(In /Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.774 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 = 1.639(CFS) • Total initial stream area = 0.430(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 = 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 = 1.639(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.639(CFS) Normal flow depth in pipe = 8.37(In.) Flow top width inside pipe = 11.03(In.) Critical Depth = 6.53(In.) Pipe flow velocity = 2.80(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.83 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 = 1.639(CFS) Time of concentration = 8.83 min. Rainfall intensity = 4.862(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • No. (CFS) (min) (In /Hr) W Total of 2 main streams to confluence: Flow rates before confluence point: 3.508 1.639 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 9.866(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 = 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 = 9.866(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 9.866(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 = 9.866(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.) 1 3.508 12.21 9.029 2 1.639 8.83 9:862 Slope = 0.01935 s(percent)= 1.93 Largest stream flow has longer time of concentration TC = k(0.370) *[(length ^3) /(elevation change)] ^0.2 Qp = 3.508 + sum of Rainfall intensity = 5.029(In /Hr) for a 100.0 year storm Qb Ia /Ib CONDOMINIUM subarea type 1.639 0.829 = 1.358 Qp = 9.866 Total of 2 main streams to confluence: Flow rates before confluence point: 3.508 1.639 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 9.866(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 = 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 = 9.866(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 9.866(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 = 9.866(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 = 8.395 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 12 1 3.508 12.21 9.029 2 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) * * ** 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 13 • 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 = 1.450(Ac.) Runoff from this stream = 6.160(CFS) Time of concentration = 8.34 min. Rainfall intensity = 5.024(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.860 12.61 3.954 2 6.160 8.34 5.024 Largest stream flow has longer or shorter time of concentration Qp = 6.160 + sum of Qa Tb /Ta 4.860 * 0.662 = 3.216 Qp = 9.376 Total of 2 main streams to confluence: Flow rates before confluence point: 4.860 6.160 Area of streams before confluence: 1.470 1.450 Results of confluence: Total flow rate = 9.376(CFS) Time of concentration = 8.345 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 = 44.900(Ft.) Downstream point /station elevation = 42.700(Ft.) Pipe length = 231.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.376(CFS) Given pipe size = 24.00(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 = 6.74(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 = 4.834(In /Hr) Program is now starting with Main Stream No. 2 14 +++++++++++++++++++++++++++++++++++++++ ++ + + + + +++ + + + + + ++ + + ++ + + + + + + + ++ ++ • 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.) 15 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. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +++ + + + + ++ ++ ++ ++ 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) 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.) 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 17 Decimal fraction soil group C = 0.000 is 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 = 8.031(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 = 51.900(Ft.) Length of street segment = 489.000(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 = 14.091(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 = 2.96 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 4.560(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.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + ++ 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. 18 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 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 1.68 3.361 5 2 0.991 5.85 6.171 Largest stream flow has longer time of concentration 19 • 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 20 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 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.) 0 +++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 +++++++++++++++++++++++++++++++++++++++ + + + + + + ++ + + + + + + + + + + + + + + + + + ++++ ++ 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 M RI index for soil(AMC 2) = 55.09 • Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.294(CFS) 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 = 5.969(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 = 9.036(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 = 0.900(Ft.), Average velocity = 3.082(Ft /s) Flow width (from curb towards crown)= 19.212(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 = 9.036(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 39.979 17.39 3.281 2 8.993 12.88 3.906 3 6.583 12.17 9.036 Largest stream flow has longer time of concentration • Qp = 39.979 + sum of Qb Ia /Ib 8.993 * 0.890 = 7.092 23 • Qb Ia /Ib 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 24 • • RATIONAL METHOD ANALYSIS 10 -YEAR r &1 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 is...................................................................... 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 = 46.900(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.) 26 Flow top width inside pipe = 13.89(In.) Critical Depth = 6.51(In.) Pipe flow velocity = 9.44(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 = 1.040(Ac.) Runoff from this stream = 2.075(CFS) Time of concentration = 12.22 min. Rainfall intensity = 2.467(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 * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + ++ + + + + + + + + + + + + + + ++ 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 = 0.927(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.927(CFS) Normal flow depth in pipe = 5.79(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 4.84(In.) Pipe flow velocity = 2.47(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.86 min. +++++++++++++++++++++++++++++++++t+++++ + ++ + ++ + + + + + + + + ++ + + + +++ + + + + + + + ++ 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 = 0.927(CFS) Time of concentration = 8.86 min. Rainfall intensity = 2.973(In /Hr) • Summary of stream data: 27 Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 55.200(Ft.) Difference in elevation = 8.800(Ft.) Slope = 0.03451 s(percent)= 3.45 TC = k(0.480) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.635 min. Rainfall intensity = 3.017(In /Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.714 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 = 0.927(CFS) Total initial stream area = 0.430(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 = 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 = 0.927(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.927(CFS) Normal flow depth in pipe = 5.79(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 4.84(In.) Pipe flow velocity = 2.47(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.86 min. +++++++++++++++++++++++++++++++++t+++++ + ++ + ++ + + + + + + + + ++ + + + +++ + + + + + + + ++ 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 = 0.927(CFS) Time of concentration = 8.86 min. Rainfall intensity = 2.973(In /Hr) • Summary of stream data: 27 Total of 2 main streams to confluence: Flow rates before confluence point: 2.075 0.927 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 2.899(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 = 2.899(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 2.899(CFS) 001 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 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.075 12.22 2.967 2 0.927 8.86 2.973 Largest stream flow has longer time of concentration Qp = 2.075 + sum of Initial area flow distance = 336.000(Ft.) Top (of initial area) elevation = 59.500(Ft.) Qb Ia /Ib Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 6.500(Ft.) 0.927 * 0.830 = 0.769 Qp = 2.899 Initial area time of concentration = 8.395 min. Total of 2 main streams to confluence: Flow rates before confluence point: 2.075 0.927 Area of streams before confluence: 1.090 0.930 Results of confluence: Total flow rate = 2.899(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 = 2.899(CFS) Given pipe size = 16.00(In.) Calculated individual pipe flow = 2.899(CFS) 001 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. 28 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +++ + + + + + + + + + + + + + + + + + ++ 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 = 2.899(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 28 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 = 3.659(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 29 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) 30 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) M 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 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. 33 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 * * ** 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 = 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. ++++++++++++++t++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + +++ + + + + + + + + + + ++ 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 34 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 = 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 = 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 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 = 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 = 51.900(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 = 2.889(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 35 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • 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 36 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 981000 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) 37 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 = 47.990(Ft.) End of street segment elevation = 45.000(Ft.) Length of street segment = 199.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 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 = 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 = 0.779(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. (CPS) (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 * 0.824 = 9.213 Qb Ia /Ib 3.987 * 0.802 = 3.197 • QP = 27.991 Total of 3 main streams to confluence: 38 Flow rates before confluence point: • 20.032 5.112 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 = 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 39 • • 0 STORM DRAIN HYDRAULICS ANALYSIS 40 • • 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. 41 • 0 0 100 -YEAR ANALYSIS HGL AT 48.0 42 • • User Name. mpompa Date: 10 -12 -07 Project: 1786 OFFSITE STORM DRAISCENARIO 1 Time: 11:43:18 Network: 01 START HGL "48.0 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 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 8 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 CB1 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 43 User Name: mpompa Date: 10 -12 -07 Project: 1786 OFFSITE STORM DRAIN SCENARIO 1 Time: 11:43:24 Network: 01 - START HGL 48.0 RUN 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 = 1.118 Invert Slope (Plan Length) = 1.118 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 % 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs 44 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 g 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 45 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 it 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 = 0.65% Invert Slope (Plan Length) = 0.628 Rim Elevation Downstream = 52.4000 ft Rim Elevation Upstream = 51.8900 ft Natural Ground Slope = -1.51% 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 % EGL Elevation Downstream = 48.8211 ft EGL Elevation Upstream = 48.9112 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 = 8.09 ft /s Uniform Velocity Upstream = 8.09 ft /s Area Downstream = 7.07 ft^2 Area Upstream = 7.07 ft ^2 (JLC) = C Calculated Junction Loss • = 0.100 ft 0. - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 46 Inlet Type - Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross - Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = 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 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 47 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 i 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 48 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 = * 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 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 "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) = 0.90% Rim Elevation Downstream = 52.1562 ft Rim Elevation Upstream = 52.0193 ft Natural Ground Slope = -1.763 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--- - 49 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 • = * 8 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 8 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 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 = 0.500 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 = 0.500 Total Time of Concentration = 2.67 min Total Intensity = 11.39 in /hr 50 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 = <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 8 PIPE DESCRIPTION: Pipe 7 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall Pile = 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) = 0.818 Rim Elevation Downstream = 51.7900 ft Rim Elevation Upstream = 51.9869 ft Natural Ground Slope = 1.20t 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 51 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 = 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 £t /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 = * 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 = * 8 Grate Efficiency = * t Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length = 170.0522 ft Plan Length = 172.5200 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 = 0.914 • 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 52 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 = 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 is 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 = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 40.5812 ft Plan Length = 41.9300 ft 0 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 53 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 £t - -- -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 54 Pipe Length - 18.3796 ft Plan Length = 19.8800 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 7.35 cfs Invert Elevation Downstream • = 48.4800 ft Invert Elevation Upstream = 48.5700 ft Invert Slope = 0.49% Invert Slope (Plan Length) = 0.458 Rim Elevation Downstream = 53.4800 ft Rim Elevation Upstream = 53.5163 ft Natural Ground Slope = 0.20* 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 % 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 = 4.45 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - 55 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 ,w = 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 = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Curb Depth at Cu • = 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 56 Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 12 -- RAINFALL INFORMATION--- - • Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe = Pipe 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 = 0.498 Invert Slope (Plan Length) = 0.49% Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.3835 ft Natural Ground Slope = 1.52% 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 W 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 57 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 Total Spread = 0.0000 ft = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 8 Slot Efficiency = * 9d 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 1 -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 = 0.54% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 54.3835 ft Rim Elevation Upstream = 54.1600 ft Natural Ground Slope _ -2.42% 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 % EGL Elevation Downstream = 51.2217 ft EGL Elevation Upstream = 51.2238 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 = 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 58 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 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 'In" = 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 59 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 = * t 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 60 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 'In" = 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 = 0.16% 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 % EGL Elevation Downstream • = 50.5801 ft EGL Elevation Upstream = 51.2195 ft EGL Slope i. = 3.53 % Critical Depth = 19.2768 in Depth Downstream = 24.0000 in 61 PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION---- • Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Depth Upstream = 24.0000 in = Pipe 17 Velocity Downstream = 6.37 ft /9 Pipe Material Velocity Upstream = 6.37 ft /s = 33.0960 ft Uniform Velocity Downstream = 6.37 ft /s Pipe Type Uniform Velocity Upstream = 0.00 ft /s = 18.00 in Area Downstream = 3.14 ft "2 • Area Upstream = 3.14 ft"2 = 42.4100 ft Kj (JLC) = NA Invert Slope Calculated Junction Loss - 0.790 ft = 1.00% - -- -INLET INFORMATION--- - = 52.0193 ft Rim Elevation Upstream Downstream Inlet = BEND 5 = -0.21% Inlet Description = <None> Crown Elevation Upstream Inlet Type = Undefined Computation Case = Sag Runoff Coefficient Longitudinal Slope = 0.00 ft /ft = 0.00 min Mannings n -value = 0.000 Inlet Rational Flow Pavement Cross -Slope = 0.00 ft /ft = 1.50 cfs Gutter Cross - Slope = 0.00 ft /ft Total Area Gutter Local Depression = 0.0000 in = 0.000 Gutter Width = 0.0000 ft Total Intensity Ponding Width = 0.0000 ft = 0.00 cfs Intercept Efficiency = * % Uniform Capacity Flow from Catchment = 0.00 cfs = 0.00 cfs Carryover from previous inlet = 0.00 cfs - - -- HYDRAULIC INFORMATION--- - Total Flow to Current Inlet = 0.00 cfs = 50.0882 ft 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 = It % 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 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 62 63 HGL Elevation Upstream = 50.0949 ft HGL Slope = 0.02 3 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 = * 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 Grate Efficiency = * - * $ Slot Efficiency = * 3 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 = 1.016 Invert Slope (Plan Length) = 1.013 Rim Elevation Downstream = 51.9482 ft Rim Elevation Upstream = 52.4740 ft Natural Ground Slope = 2.413 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 = 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 = 1.81 min Total Intensity = 11.89 in /hr Total Rational Flow = 0.00 cfs 63 Total Flow = 1.50 cfs Uniform Capacity = 10.54 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd • - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.0949 ft HGL Elevation Upstream = 50.0994 ft HGL Slope = 0.02 W 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 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 W 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 = 45.3800 ft - -- -FLAW 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 64 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 Total Intensity = 0.00 min = 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 /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 = SEND 7 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width 0.0000 ft • Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 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 Invert Slope = 0.49% Invert Slope (Plan Length) = 0.41% • 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 65 - -- -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/8 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 = 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/5 Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 i 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 'In" = 0.013 Pipe Capacity at Invert Slope = 2.75 cfs Invert Elevation Downstream = 43.4000 ft Invert Elevation Upstream = 43.4900 ft 66 Invert Slope = 0.59% Invert Slope (Plan Length) = 0.538 ' Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream = 52.3395 ft Natural Ground Slope = 2.098 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 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 = 6.37 ft /s Uniform Velocity Upstream = 2.66 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 = 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 = * 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 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 67 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 = 0.518 Invert Slope (Plan Length) = 0.518 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 = 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 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 = 2.51 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 = * 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 23 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year 68 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 = 0.48% 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 = 1.66 min Total Intensity = 11.98 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.50 cfa 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 % EGL Elevation Downstream = 49.5978 ft EGL Elevation Upstream = 49.6015 ft EGL Slope = 0.02 it 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 = 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 = * % 69 Grate Efficiency = * 6 Slot Efficiency = * 6 Total Efficiency = 0.00 6 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 = 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 = 0.516 Invert Slope (Plan Length) = 0.516 Rim Elevation Downstream = 50.9200 ft Rim Elevation Upstream = 49.2178 ft Natural Ground Slope = -6.746 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 6 EGL Elevation Downstream = 49.6015 ft EGL Elevation Upstream = 49.6065 ft EGL Slope = 0.02 6 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 Ponding width = 0.0000 ft Intercept Efficiency = * 6 Flow from Catchment = 0.00 cfs • Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs 70 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 Gutter Velocity = 0.0000 ft = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 25 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 25 Downstream Pipe = Pipe 24 Pipe Material = HDPE Pipe Length = 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 = 0.488 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 cfe 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 = 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 71 Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs • Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 26 - - -- 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 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 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft • - -- -INLET INFORMATION--- - Downstream Inlet = BEND 12 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag 72 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 Gutter Width = 0.0000 in = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 27 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 27 Downstream Pipe = Pipe 26 Pipe Material = HDPE Pipe Length = 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 = 0.57% • Invert Slope (Plan Length) = 0.44% 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 % 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 = 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 73 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 = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 $ • 74 • 100 -YEAR ANALYSIS HGL AT CRITICAL DEPTH • 75 • 76 User. Name: mpompa Date: 10 -12 -07 Project: 11786 OFFSITE STORM DRAIN Time: 11:38:47 Network: O1 - STORM DRAIN"criti'cal r r 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 0.50 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 • 76 User Name: mpompa Date: 10 -12 -07 Project: 1786 OFFSITE STORM DRAIN Time: 11:38:52 Network: 01 - STORM DRAIN critical run Page: 1 - - - - -- Storm- Sewers PIPE DESCRIPTION: Pipe 1 Detail Report - - -- 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 = 1.66% Invert Slope (Plan Length) = 1.668 Rim Elevation Downstream = 34.2200 ft Rim Elevation Upstream = 41.2700 ft Natural Ground Slope = 15.81$ 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 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 35.5813 ft HGL Elevation Upstream = 36.3213 ft HGL Slope = 1.66 $ EGL Elevation Downstream = 37.2368 ft EGL Elevation Upstream = 37.9768 ft EGL Slope = 1.66 % 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs 77 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 = 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) = 0.338 Rim Elevation Downstream = 41.2700 ft Rim Elevation Upstream = 40.2500 ft Natural Ground Slope = -0.43% Crown Elevation Downstream = 36.9600 ft Crown Elevation Upstream = 37.7600 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 = 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 = <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 78 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 = 3.14 ft'2 Area Upstream = 3.14 ft "2 (JLC) = NA C Calculated Junction Loss • = 0 0.. 040 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 79 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 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) = 0.858 Rim Elevation Downstream = 44.6700 ft Rim Elevation Upstream = 44.8580 ft Natural Ground Slope = 1.30% 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 cfs 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 = 26.8020 in Depth Downstream = 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 80 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 = * % Grate Efficiency = * $ Slot Efficiency = * g 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) = 0.89% Rim Elevation Downstream = 44.8580 ft Rim Elevation Upstream = 45.4679 ft Natural Ground Slope = 1.41k 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 % EGL Elevation Downstream = 43.1293 ft EGL Elevation Upstream = 43.2932 ft EGL Slope = 0.38 % Critical Depth = 25.0596 in 81 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 Kj (JLC) = NA Calculated Junction Loss = 0.260 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width - 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 -A - - - - 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--- - 82 HGL Elevation Downstream = 43.0276 ft HGL Elevation Upstream = 43.3983 ft HGL Slope = 0.27 % EGL Elevation Downstream = 43.3979 ft EGL Elevation Upstream = 43.7687 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 = 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 • = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency 0.00 $ PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial -- - -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 -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) = 1.39% 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 83 Total Rational Flow = 0.00 cfs Total Flow = 34.50 cfs Uniform Capacity = 82.04 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.3983 ft HGL Elevation Upstream = 43.4601 ft HGL Slope = 0.27 g 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 = * % Flow from Catchment = O.OD cfs Carryover from previous inlet = 0.00 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 = 0.82% 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 = 42.160D ft • - - - -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr 84 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 = 4.12 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 = <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 8 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 = 18.9856 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 = -1.948 Crown Elevation Downstream = 42.1600 ft 85 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 = * Grate Efficiency = * g Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length = 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 86 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 = 2.03 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 % 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year • Rainfall File = Tutorial - -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE 87 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 = 0.500 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 = 0.500 Total Time of Concentration = 2.00 min Total Intensity = 11.77 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--- - HGL Elevation Downstream = 45.1250 ft HGL Elevation Upstream = 45.1592 ft HGL Slope = 0.44 % EGL Elevation Downstream = 45.4794 ft EGL Elevation Upstream = 45.5136 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 = * 8 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * §r Slot Efficiency • = * 8 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- - 88 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 = 0.92W 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 it EGL Elevation Downstream = 45.5492 ft EGL Elevation Upstream = 45.6861 ft EGL Slope = 0.37 8 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 89 Curb Efficiency = * Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 11 -- RAINFALL INFORMATION--- - • Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 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 = 0.918 Invert Slope (Plan Length) = 0.818 Rim Elevation Downstream = 51.8051 ft Rim Elevation Upstream = 51.9869 ft Natural Ground Slope = 1.108 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 8 EGL Elevation Downstream = 45.5953 ft EGL Elevation Upstream = 45.6237 ft EGL Slope = 0.17 8 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 = 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 90 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 = * I Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 & PIPE DESCRIPTION: Pipe 12 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe = Pipe 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) = 0.908 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 $ 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 91 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 = * 9, 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 = HOPE 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 Kj (JLC) = NA • Calculated Junction Loss = 0.256 ft - -INLET INFORMATION--- - Downstream Inlet = BEND 2 Inlet Description = <None> Inlet Type = Undefined 92 Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width • = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 & PIPE DESCRIPTION: Pipe 14 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 14 Downstream Pipe - Pipe 13 Pipe Material = HDPE Pipe Length = 18.3843 ft Plan Length = 19.8847 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 • = 0.49% Invert Slope (Plan Length) = 0.45% Rim Elevation Downstream = 53.5675 ft Rim Elevation Upstream = 53.5163 ft Natural Ground Slope = -0.28% 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 = 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 ft HGL Elevation Upstream = 49.4805 ft HGL Slope = 0.81 % EGL Elevation Downstream = 49.6797 ft EGL Elevation Upstream = 49.7768 ft 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 93 Kj (JLC) = NA Calculated Junction Loss = 0.120 ft - -- -INLET INFORMATION---- Downstream Inlet = CB1 4 IS Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow - 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * & Total Efficiency = 0.00 8 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 "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) = 0.50% Rim Elevation Downstream = 53.5163 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 0.4991 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 = 49.6005 ft HGL Elevation Upstream = 50.0762 ft HGL Slope = 0.37 t • EGL Elevation Downstream = 49.8233 ft EGL Elevation Upstream = 50.4102 ft EGL Slope = 0.46 $ Critical Depth = 10.2168 in Depth Downstream = 12.3655 in 94 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 = <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 8 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 = 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 £t 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 = 1.52% 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 = 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 = 50.0762 ft 95 HGL Elevation Upstream = 50.0736 ft HGL Slope = -0.02 % EGL Elevation Downstream = 50.1118 ft EGL Elevation Upstream = 50.1193 ft EGL Slope = 0.05 % Critical Depth = 5.7024 in Depth Downstream is = 10.3949 in 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 * 9, Grate Efficiency • - * g 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 = 0.54% 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 = 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 96 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 ft HGL Slope = -0.05 % EGL Elevation Downstream = 50.1278 ft EGL Elevation Upstream = 50.1317 ft EGL Slope - 0.04 % 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 = BEND 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * } Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow • = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * %, Grate Efficiency = * 96 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 3 Pipe Material = RCP Pipe Length = 110.1807 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 = 24.01 cfs Invert Elevation Downstream = 37.6000 ft Invert Elevation Upstream = 43.3600 ft Invert Slope = 5.23% Invert Slope (Plan Length) = 4.82% Rim Elevation Downstream = 44.8580 ft Rim Elevation Upstream = 48.8527 ft Natural Ground Slope = 3.638 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 Flow = 0.00 cfs 97 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 = 24.01 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 = 1.93 1 EGL Elevation Downstream = 42.9550 ft EGL Elevation Upstream = 45.2676 ft EGL Slope = 2.10 % 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 = 18.31 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 0.0000 ft Intercept Efficiency • = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 19 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 19 Downstream Pipe = Pipe 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 'In" = 0.013 Pipe Capacity at invert Slope = 73.98 cfs Invert Elevation Downstream = 38.7200 ft Invert Elevation Upstream = 39.5000 ft Invert Slope = 10.77% 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 98 --- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time • Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type • Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 20 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length • Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 6.60 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 6.60 cfs = 73.98 cfs = 0.00 cfs = 0.00 gpd = 43.0276 ft = 43.0400 ft = 0.17 } = 43.0962 ft = 43.1086 ft = 0.17 } = 10.9272 in = 24.0000 in = 24.0000 in = 2.10 ft /s = 2.10 ft /s = 22.54 ft /s = 0.00 ft /s = 3.14 ft "2 = 3.14 ft "2 = NA = 0.090 ft = MH2 3 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s 0.00 } = 100 Year = Tutorial = Pipe 20 = Pipe 7 = HDPE = 208.4060 ft = 212.8200 ft = Circular = 30.00 in = 0.013 = 41.16 cfs = 39.8000 ft = 41.9000 ft 99 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 = 3.19 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 (JLC) = C Calculated Junction Loss 0. = 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 = * 8 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread - 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ Slot Efficiency = * % 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 100 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) = 21.918 Rim Elevation Downstream = 52.0228 ft Rim Elevation Upstream = 51.9212 ft Natural Ground Slope = -0.548 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 = 0.07 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 8 EGL Elevation Downstream = 45.3734 ft EGL Elevation Upstream = 49.3166 ft EGL Slope = 21.49 8 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 = * 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 22 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year 101 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) = 0.33% 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 = 49.3976 ft HGL Slope • = 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 102 Grate Efficiency = * 8 Slot Efficiency = * 8 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 = 1.008 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 = 43.4100 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 8 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 = <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 103 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 • = * 4 Grate Efficiency = * 4 Slot Efficiency = * 4 Total Efficiency = 0.00 4 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 = 1.014 Invert Slope (Plan Length) = 1.014 Rim Elevation Downstream = 51.9482 ft Rim Elevation Upstream = 52.4740 ft Natural Ground Slope = 2.414 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 4 EGL Elevation Downstream = 45.4005 ft EGL Elevation Upstream = 45.4445 ft EGL Slope = 0.20 4 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 104 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 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 "n" = 0.013 Pipe Capacity at Invert Slope = 3.57 cfs Invert Elevation Downstream = 42.9600 ft Invert Elevation Upstream = 43.8800 ft Invert Slope = 1.018 Invert Slope (Plan Length) = 1.008 Rim Elevation Downstream = 52.4740 ft Rim Elevation Upstream = 54.1365 ft Natural Ground Slope = 1.828 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 8 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 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft • - - - -INLET INFORMATION--- - Downstream Inlet = BEND 7 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag 105 Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross - Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft . Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 26 - - -- 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 = 0.49% Invert Slope (Plan Length) = 0.41% Rim Elevation Downstream = 54.1365 ft Rim Elevation Upstream = 54.5576 ft Natural Ground Slope = 1.29% 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 % EGL Elevation Downstream = 50.2466 ft EGL Elevation Upstream = 50.4153 ft EGL Slope = 0.52 % 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 106 Calculated Junction Loss = 0.210 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 27 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 27 Downstream Pipe = Pipe 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 = 0.59% 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 = 2.75 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 = 44.7463 ft HGL Slope = 0.02 % 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 107 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 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 = It g 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 = 0.518 Invert Slope (Plan Length) = 0.518 Rim Elevation Downstream = 52.3395 ft Rim Elevation Upstream = 52.3278 ft Natural Ground Slope = -0.04W 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 108 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 = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * Grate Efficiency = * $ Slot Efficiency • = * $ Total Efficiency = 0.00 $ PIPE DESCRIPTION: Pipe 29 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 29 Downstream Pipe - Pipe 28 Pipe Material = HDPE Pipe Length = 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) = 0.48% 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 = 1.43 min Total Intensity = 12.12 in /hr Total Rational Flow - 0.00 cfs Total Flow = 0.50 cfs 109 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 % 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 Lass = 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 = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb • = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = . 96 Grate Efficiency = • $ Slot Efficiency = x % 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 = -6.74% 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 110 111 Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.79 min • Total Intensity Total Rational Flow = 12.55 in /hr = 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 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 31 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 31 Downstream Pipe = Pipe 30 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 = 0.488 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 111 - -- -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 = 0.21 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 = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 32 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 32 Downstream Pipe = Pipe 31 Pipe Material = HDPE Pipe Length = 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% 112 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 = 0.03 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 $ EGL Elevation Downstream = 44.7705 ft EGL Elevation Upstream = 44.7684 ft EGL Slope = -0.03 W 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 = * $ Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 cfe 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 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 113 114 Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n° = 0.013 Pipe Capacity at Invert Slope = 2.60 cfs Invert Elevation Downstream = 44.4800 ft Invert Elevation Upstream = 44.5000 ft • Invert Slope = 0.533 Invert Slope (Plan Length) = 0.423 Rim Elevation Downstream = 46.8424 ft Rim Elevation Upstream = 46.5278 ft Natural Ground Slope = -8.393 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 3 EGL Elevation Downstream = 44.8787 ft EGL Elevation Upstream = 44.9021 ft EGL Slope = 0.62 3 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 = CB1 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 = * 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 3 114 • 0 10 -YEAR STORM DRAIN ANALYSIS 115 116 User Name: mpompa Date: 10 -12 -07 Project: 1786 STORM DRAIN 10 YR CALC_S Time: 11:52:34 Network: 01 - 1786 STORM DRAIN 10 YR? Page: 1 Storm Sewers Summary Report Pipe Name Total Plow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junct: cfs in ft ft ft ft Pipe 1 13.70 24.00 35.1847 35.9247 34.2200 34.9600 Outfall Pipe 2 13.70 24.00 36.2930 37.6599 34.9600 35.7600 CONC COLLAR 1 Pipe 3 13.70 24.00 37.7099 38.6613* 35.8100 36.5900 MH1 1 Pipe 4 27.40 36.00 38.7013 38.5909 36.6400 36.7800 MH1 2 Pipe 5 24.00 36.00 38.7609 38.7592 36.7800 37.1800 WYE 1 Pipe 6 20.00 36.00 39.0192 39.9855 37.2200 38.5500 MH2 3 Pipe 7 5.00 18.00 38.7609 44.3760 37.6000 43.3600 WYE 1 Pipe 8 4.00 24.00 39.0358 40.0368 38.7200 39.5000 MH2 3 116 User Name: mpompa Date: 10 -12 -07 Project: 1786 STORM DRAIN 10 YR CALCS Time: 11:52:36 Network: 01 - Page: 1 - -Storm Sewers PIPE DESCRIPTION: Pipe 1 Detail Report - - -- RAINFALL INFORMATION--- - Return Period = 10 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 = 1.66% Invert Slope (Plan Length) = 1.66% Rim Elevation Downstream = 34.2200 ft Rim Elevation Upstream = 41.2700 ft Natural Ground Slope = 15.81* 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 = 13.70 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.44 min Total Intensity = 8.30 in /hr • Total Rational Flow = 0.00 cfs Total Flow = 13.70 cfs Uniform Capacity = 29.13 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 35.1847 ft HGL Elevation Upstream = 35.9247 ft HGL Slope = 1.66 % EGL Elevation Downstream = 36.4812 ft EGL Elevation Upstream = 37.2212 ft EGL Slope = 1.66 W Critical Depth = 15.9960 in Depth Downstream = 11.5767 in Depth Upstream = 11.5767 in Velocity Downstream = 9.13 ft /s Velocity Upstream = 9.13 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 9.13 ft /s Area Downstream = 1.50 ft "2 Area Upstream = 1.50 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.368 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 = * !k Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs 117 Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in • Depth at Pavement /Gutter Joint Pavement Spread = 0.0000 in = 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 = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 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 = -0.43% Crown Elevation Downstream = 36.9600 ft Crown Elevation Upstream = 37.7600 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 = 13.70 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.69 min Total Intensity = 8.67 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.70 cfs Uniform Capacity = 13.15 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 36.2930 ft HGL Elevation Upstream = 37.6599 ft HGL Slope = 0.58 % EGL Elevation Downstream = 36.8828 ft EGL Elevation Upstream = 37.9669 ft EGL Slope = 0.46 % Critical Depth = 15.9960 in Depth Downstream = 15.9960 in Depth Upstream = 22.7985 in Velocity Downstream = 6.16 ft /s Velocity Upstream = 4.44 ft /s Uniform Velocity Downstream = 4.36 ft /s Uniform Velocity Upstream = 4.36 ft /s Area Downstream = 2.22 ft "2 Area Upstream = 3.08 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.050 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 118 Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * $ Flow from Catchment = 0.00 cfs Carryover from previous inlet Total Flow to Current Inlet = 0.00 cfs = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * Slot Efficiency = * Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 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 = 13.70 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.63 min Total Intensity = 9.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.70 cfs Uniform Capacity = 12.05 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 37.7099 ft HGL Elevation Upstream = 38.6613 ft HGL Slope = 0.35 % EGL Elevation Downstream = 38.0169 ft EGL Elevation Upstream = 38.9570 ft EGL Slope = 0.34 % Critical Depth - 15.9960 in Depth Downstream = 22.7985 in Depth Upstream = 24.0000 in Velocity Downstream = 4.44 ft /s Velocity Upstream = 4.36 ft /s Uniform Velocity Downstream = 4.36 ft /s Uniform Velocity Upstream = 4.36 ft /s Area Downstream = 3.08 ft "2 Area Upstream = 3.14 ft"2 (JLC) = • Calculated Junction Loss C 0. = 0.040 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH1 1 Inlet Description = <None> 119 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 = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 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 -I = 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 = 1.30% 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 = 27.40 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.58 min Total Intensity = 9.27 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.40 cfs Uniform Capacity = 65.48 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 38.7013 ft HGL Elevation Upstream = 38.5909 ft HGL Slope = -0.76 % EGL Elevation Downstream = 39.1366 ft EGL Elevation Upstream = 39.1776 ft EGL Slope = 0.28 % Critical Depth = 20.3112 in Depth Downstream = 24.7358 in Depth Upstream = 21.7304 in Velocity Downstream • = 5.29 ft /s Velocity Upstream = 6.14 ft /s Uniform Velocity Downstream = 8.85 ft /s Uniform Velocity Upstream = 8.85 ft /s Area Downstream = 5.18 ft^2 120 Area Upstream = 4.46 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 = * 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 = * 9, Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = RCP • Pipe Length = 43.1477 ft Plan Length = 45.1458 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 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) = 0.89% 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 = 24.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.45 min Total Intensity = 9.35 in /hr Total Rational Flow = 0.00 cfs Total Flow = 24.00 cfs Uniform Capacity = 64.19 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 38.7609 ft HGL Elevation Upstream = 38.7592 ft • HGL Slope = -0.00 % EGL Elevation Downstream = 39.1261 ft EGL Elevation Upstream = 39.3887 ft EGL Slope = 0.61 $ Critical Depth = 18.9504 in 121 Depth Downstream = 23.7704 in Depth Upstream = 18.9504 in Velocity Downstream = 4.85 ft /s Velocity Upstream = 6.36 ft /s Uniform Velocity Downstream = 8.43 ft /s Uniform Velocity Upstream = 8.43 ft /s Area Downstream = 4.95 ft ^2 Area Upstream = 3.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.260 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 Crass -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 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 = 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 • = 65.32 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - 122 HGL Elevation Downstream = 39.0192 ft HGL Elevation Upstream = 39.9855 ft HGL Slope = 0.70 % EGL Elevation Downstream = 39.3367 ft EGL Elevation Upstream = 40.5427 ft EGL Slope = 0.87 it Critical Depth = 17.2260 in Depth Downstream = 21.5904 in Depth Upstream = 17.2260 in Velocity Downstream = 4.52 ft /s Velocity Upstream = 5.99 ft /s Uniform Velocity Downstream = 8.13 ft /s Uniform Velocity Upstream - 0.00 ft /s Area Downstream = 4.43 ft"2 Area Upstream = 3.34 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 = * t Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 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 = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 7 Downstream Pipe = Pipe 4 Pipe Material = RCP Pipe Length = 110.1807 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 = 24.01 cfe Invert Elevation Downstream = 37.6000 ft Invert Elevation Upstream = 43.3600 ft Invert Slope = 5.23% Invert Slope (Plan Length) = 4.82% Rim Elevation Downstream = 44.8580 ft Rim Elevation Upstream = 48.8527 ft Natural Ground Slope - 3.63% 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 Flow = 0.00 cfs Inlet Input Flow = 5.00 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 123 Total Rational Flow = 0.00 cfs Total Flow = 5.00 cfs Uniform Capacity = 24.01 cfs Skipped flow = 0.00 cfs • Infiltration -- HYDRAULIC INFORMATION--- - = 0.00 gpd HGL Elevation Downstream = 38.7609 ft HGL Elevation Upstream = 44.3760 ft HGL Slope = 5.10 % EGL Elevation Downstream = 38.9414 ft EGL Elevation Upstream = 44.7294 ft EGL Slope = 5.26 % Critical Depth = 10.3266 in Depth Downstream = 13.9304 in Depth Upstream = 10.3266 in Velocity Downstream = 3.41 ft /s Velocity Upstream = 4.77 ft /s Uniform velocity Downstream = 15.73 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.47 ft"2 Area Upstream = 1.05 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 = 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 = 10 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 Downstream Pipe = Pipe 5 Pipe Material = RCP Pipe Length = 7.2867 ft Plan Length = 10.9500 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's 'In" = 0.013 Pipe Capacity at Invert Slope = 73.98 cfs Invert Elevation Downstream = 38.7200 ft Invert Elevation Upstream = 39.5000 ft Invert Slope = 10.77% 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 • = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr 124 = 39.0358 ft = 40.0368 ft = 13.82 % = 41.4919 ft = 42.4930 ft = 13.82 % = 8.4192 in = 3.7891 in = 3.7891 in = 12.57 ft /s = 12.57 ft /s = 19.24 ft /s = 0.00 ft /s = 0.32 ft"2 = 0.32 ft"2 = NA = 0.090 ft = MH2 3 = <None> = 0.00 ft /ft = 0.000 = 0.00 ft /ft 0.00 ft /ft = 0.0000 in • = 0.0000 ft = 0.0000 ft 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft = 0.0000 ft = 0.00 ft /s * $ Slot Efficiency = * $ Total Efficiency = 0.00 % C 125 = 0.00 cfs = 4.00 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 4.00 cfs = 73.98 cfs = 0.00 cfs = 0.00 gpd = 39.0358 ft = 40.0368 ft = 13.82 % = 41.4919 ft = 42.4930 ft = 13.82 % = 8.4192 in = 3.7891 in = 3.7891 in = 12.57 ft /s = 12.57 ft /s = 19.24 ft /s = 0.00 ft /s = 0.32 ft"2 = 0.32 ft"2 = NA = 0.090 ft = MH2 3 = <None> = 0.00 ft /ft = 0.000 = 0.00 ft /ft 0.00 ft /ft = 0.0000 in • = 0.0000 ft = 0.0000 ft 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in 0.0000 in 0.0000 ft = 0.0000 ft = 0.00 ft /s * $ Slot Efficiency = * $ Total Efficiency = 0.00 % C 125 .7 • FEMA MAP HKI H ZONE X La Quinta Evacuation APPROXIMATE SCALE IN FEET 1000 2CLr�'kiTt1Y.� "` .F -` :•� . >�., �}�... �� vY.'` 0 1000 tT NATIONAL FLOOD INSURANCE PROGRAM FIN FLOOD INSURANCE RATE MAP CITY OF LA QUINTA, CALIFORNIA RIVERSIDE COUNTY PANEL50F10 '!:.' �;;, :•!• (SEE MAP INDEX FOR PANELS NOT PRINTED) ;t .. .. PANEL LOCATION -.COMMUNITY-PANEL NUMBER 060109 0005 B �I MAP REVISED: AUGUST 19, 1991 Federal Emergency Management Agency This is an ot(Icial copy of a portion of the above referenced flood map. It was extracted using F-MIT 0r 1_lne. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.feme.gov • • HYDROLOGIC SOIL GROUP MAP C 128 kl: I. 42'30" • 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 Bedr6ck Frequency Duration Months Depth Kind Months Depth Hardness Ft B&AIand: BA. Borrow pits: BP. Bull Trail: BtE----------------- B None - - - - -• -------------- ------------ >6.0 -------------- ------------ >60 .......... C18% A None ----------------- - - - - -- -------------- ------------ >6.0 -------------- ------------ >60 - --- - - - --- Cajon Variant: cbD----------------- A None - - -- -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- Carrizo: CCC----------------- A Rare- - - - - -- -------------- ------------ >6.0 -------------- ------------ >eo Carsitas: CdC, Cd E, C hC, C k B. A None - - - - -- -------------- ------------ >6.0 -------------- ------------ >60 CI`B ------------------ A None - - - - -- -------- - - - --- ------ -- - - -- 2.0-4.0 Apparent----- Jan- Dec- - -- >60 ---------- ---------- Carsitas Variant: C m 8, C m E ----------- C None - - - - -- -------------- ------------ >6.0 -------------- ------------ 6-20 Rippable. Chuckawalla: Co B, Co D, CnC, CnE. B None - - - - -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- CAPNe"WQA: tjEA (D None ------ None -------------- ------------ >6.0 -------------- - ----- ----- - >60 - - -------- ----------------- ------ -------------- ------------ 3.0 -5.0 Apparent ----- Jan - Dec - - -- >60 ---------- Fluvaquents: Fa-- ------- ---- -- ---- D. Frequent__- Very long___ -- Apr- Sep -- -- 0.5-2.0 Apparent-_--- Jan-Dec -- -- >60 ---------- Fluvents: Fe-- ---- -- ----- -- - - -- A/D Occasional__ Very brief- --- Jan-Dec__ >6.0 -------------- ------------ >60 ---- -- - - -- Oilman: GaB I GbA,GbB,GeA. B Rare-- - - - -- -------------- ------------ >0.0 -------------------------- >60 ---------- GcAl GdA, GfA ------ B None______ -------------- ------------ 3.0-5.0 Apparent__ -__ Apr-Oct____ >60 ---------- I aravPel pits and dumps: G . Imperial: ' IeA------------------ D None ---- -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- IfA ------------------ D None - - - - -- -------------- ------------ 1.0-3.0 Apparent - - - -- Jan - Dec - - -- >60 ---------- Imcl: Imperial part- - - - - -- GX-ed land D None-- - - -- -------------- ------------ >6.0 -------------- ------------ >60 ---------- part. Imperial: roc 1: Imperial part ------- Guiedland D None- -- - -- -------------- ------------- 1. 5-5. 0 Apparent ----- Jan- Dec___. >60 - - - - --- -- - part. Indio: IP, Is----- ----- -- -- -- B None --- --- --------------------------- >6.0 -------------- ------------ >60 ---------- Ir, It---------- - - -- -- B. None- -- - -- -------------- ------------ 3.0-5.0 Apparent----- Jan- Dec -- -- >60 ---------- Uthic Torn' ., psamments L R J . Lithic Torripsamments paA." D None - - ---- -------------- ------------ >6.0 -------------- ------------ - 1-10 Hard. Rock outcrop part. 130 • C, • 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 Kind Months Depth Hardness Ft In Myoma �Ma6 MaD --------- None -- - - -- -------- - - - - -- ------ - - - - -- >6.0 ----------- ----- - - - - -- >60 McB - - -- - --- - None - - - - -- - ------ - - - - - -- ------ -- - - -- 1.5 -5.0 Apparent -- -__ Jan - Dec - - -- >60 ---- - - - - -- _ Niland: NaB------- ---- --- - -- NbB----------------- C C None ------ None ------- - - - - -- --- --- - - - - -- >6.0 -- -- -- -- - - - - -- Apparent -- ---- - - - --- >60 ---------- - - - - -- --- ----- - - - --- ------ - - - - -- 1.5 -5.0 - - - -- Jan - Dec - - -- >60 ---- - --- -- Omstott: OmD- ------- -- - - -- -- C None- - - - -- -- ------ - - - - -- ------ - -- - -- >6.0 - -- ---- - - --- -- - ----- -- - - -- 4-20 Rippable. Or': Omstott part- - -- --. Ruck outcrop part. C None -- - - -- ------- - -- ---- - ----- -- - - -- >6.0 ------- - - - - --- ------ - - - - -- 4-20 Rippable. Riverwash: RA. Ruck outcrop: RO. RTi: Rock outcrop part. Lithic Torripsamments part. D None - ----- -- --- --- -- - --- --------------- ---- -- - -- - -- 1 -10 Hard. Rubble land: RU. Salton: Sa, Sb- -------- - - - - -- D None- -- - -- --- -- --- ---- -- --- -- -- - - --- 2.0 -5.0 Apparent - -- -- Jan- Dec - - -- >60 -- Soboba: SoD, SpE------ - - - - -- A None - - - - -- --- ----- - - - - -- - ----- - - - - -- >6.0 -------- - -- - -- ---- -- - - - - -- >60 ---- --- - -- Torriorthents: TO 1: Torriorthents part. Ruck outcrop part. Tuj ri TrC, Ts B-- p , - -- -- 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 131 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, ail 'explanation of the current system of classifying soils `'by categories broader than the series, and a table showing the clas- Riverside i ounty_ [,a 1 A lift • � i '1 ',4 Pq 1 // � AxI � '7s/� �r f l� {} �1 .?" - �s¢sri: / .�;.. � nI e _ ,�r f r/ L f �•F� -li .,t��' ��.� .�� rk? i � ,( ',< :..-. - .,cam i�iJi �' -•fP% Y, 1 j..�v ;..l f.. �pi�. � "'r ''�'.,�:::�.Qj-... '� - �� l � � � f � �_y_- ff' � Yys ,,j r � - t {f� ,ny �••�.� � ' . ! ;=k"a�i -F'� '�F Lo. � .`Y'P•r P :t(j3'+�'� s�'f r. l' y�! i7 ;�:. " 'F y, ..t_ f lam I ��j�f� �'�' -�s': »:ka. .:�.�>�k�.. �1%•�`�'t��?i�i{��;:z* .,;elf nr jl•Fd! 'r-- '":`ti:;..` - GOV, gg •"_"-`-- �- ...^�."�'r > :: x� is .;, .} . h <. "= .c'1 :.:- .-�:ri?R. ! -" ;�'F j !1' -d`t r r� •:+`�3. �"�' -t"i'i ice- fz^'n s'� r _ �x >',a7>., t �j,'- tkd c9' lb r v" •w" �r`` y`,� "y, '�',n..fi,: Ai ��.s+sg.L`�'4 "M a. ��v✓"" "•4 =''� a- •- �y��`• �a��.+a..f'"� ""..,r•::t:?a z,D3- 4 ,e.�d•:,?: .�{ k�.G— s ?FS F 3 :K fish �k y 4` t -ibp z v , r� U • HYDROLOGY MAP n U 133 KM � • LEGEND ............ DEVELOPED AREA ORI" Swt -40' -- - - - - - - - - - - - - - - - - - - - - - - - - - - L-671 -T - : 11.1 ) : AA04 ffl�l IJY 4P L 'M _.-�► � �-�� m;� � � --fig _ ..�� IN ffl�l IJY 4P L . STORM DRAIN IMPROVEMENT PLANS 0 135 P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 78 -495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 April 21, 2009 Mr. Steve Robbins Coachella Valley Water District P.O. Box 1058 85 -955 Avenue 52 Coachella; CA 92236 RE: Wolf Waters Affordable Housing Project Dear Mr. Robbins: (760) 777 -7000 FAX (76.0) 777 -7101 Wolf Waters is a housing project to be developed by La Quinta Housing Associates, L.P. (the "Partnership "), to be located at the northwest corner of Dune Palms and Avenue 48 in the City of La Quinta. The Coachella Valley Housing Coalition ( "CVHC ") ' is the general partner of the Partnership. The City of La Quinta has reviewed the improvement plans, specifically the proposed storm drain outlets into the Whitewater River Watershed, and is hereby certifying that the proposed storm drain system meets the requirements of the National Pollutant Discharge Elimination System permit and Waste Discharge Requirements for the discharge of storm water in the Whitewater River Watershed, also known as the MS4 Permit. This certification applies to the requirements included in the Drainage Area Management Plan, Storm Water Management Plan, Storm Water Pollution Prevention Plan and Water Quality Management Plan described in the MS4 Permit. The City of La Quinta acknowledges that 100 year storm conditions create a ponding condition slightly west and north of the Dune Palms /Avenue 48 intersection and would inundate Storm Drain Manholes No. 1, 2 & 3. This inundation and potential overflow of the storm drain manholes during the 100 year storm condition is acceptable to the City of La Quinta. I hope this meets with your approval. Please let me know if you need additional 'information, or if you have any questions on this project. Sincerely, dimothy o s n, PE Public Works erector /City Engineer cc: Doug Evans, Brian Peulicke (CVHC), Les Johnson,(Ed=Wimmer Vl:LANNING B CIVIL ENGINEERING ■ L,AND'SURVEYING etter of Transmittal Date: April 2, 2009 Via: Hand Deliver ; Job #: 1786 To: Paul D Goble Senior Engineer CITY OF LA QUINTA Public Works/ Development Service 78-495 Calle Tampico La Quinta, CA 92253 From: Cherie Murphy Re: Final Phase Offsite Storm Drain Plans 2nd Submittal Project: CVHC — Wolf Waters CC: Brian Peulicke ❑ Urgent Z For Review ❑ Please Comment ® As Requested ❑ Other QTY. ITEM ' E s„ : 1 set Final Phas i sif6 Storhj train Improvement Plans (prints) RECEIVED 1 set Fina iW0c§ iR Improvement Plans 1 plan check comments R 0 2 2009 1 ea. BMP and Calculations Se 0 Comments: Paul, Attached please find a bond copy of the "Final Phase - Offsite Storm Drain Plans ". We are providing a bond set to get your approval prior to submitting mylars to CVWD for signatures. Per your direction, CVWD shall sign the mylars prior to City signatures. As requested, we have included the response to comments, BMP Letter, BMP Calculations and the original plan check set. Please notify us at your earliest convenience if our re- submittal meets your approval and we will begin the CVWD approval process. Below in italics are responses to plan check comments. 34200 BOB HOPE DRIVE 0 RANCHO MIRAGE 0 CALIFORNIA 0 92270 760 - 320 -9811 0 760- 323 -7893 FAX 0 www.MSACoNSULTINGINC.COM ices All Sheets: Please identify the potential location of a 5th drywell for an additional injection location or for a future replacement site. We have added geometry and a note on the cover sheet specifying future location of drywell as needed. 2. Sheet 1: Please clarify the proposed 3.7 acres of reduced tributary area from onsite infiltration basins on the index map. Please provide final WQMP and related synthetic unit hydrology calculations. Please formalize the partial document sent to Public Works by email on 3/11/2009. Please highlight and identify all drywell and storm drain locations on the index map. We have identified all BMP self contained areas, all storm drain lines and drywell locations on the index map. 3. Sheets 1, 2 & 4: Please provide CVWD signature blocks or equal showing CVWD approval. We have added the CVWD signature block to all pertinent sheets. 4. Sheet 2: Please correct HDPE storm pipe callout and indicate use of RCP as redlined. We have revised the callout 5. Sheet 3: Please clarify use of 3 interceptors and 4 drywells. Modify construction notes as required. We have split up note 8 into two specific. notes for the drywells and interceptors. 6. Sheet 3: Please relocate sidewalk to avoid placement of drywells within. the sidewalk surface. Callout bolted covers, concrete collars at drywell access as required. We have moved all drywells and interceptors out of the sidewalk to avoid installing concrete collars. The bolted covers are specified in the Maxwell plus detail on sheet 4. 7. Sheet 3: Please call out inlet vault floor elevations to clarify construction detail and absence of sumps as applicable. We have indicated on plan vault floor elevation. Please call if you have any questions. 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM T-VY 4 4a" P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 78 -495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 TRANSMITTAL MEMO TO: Engineer of Record PUBLIC WORKS DEPARTMENT (760) 777 -7075 FAX (760) 777 -7155 SUBJECT: PCN 09037 COACHELLA VALLEY HOUSING COALITION (CVHC) PM 33588 OFF -SITE STORM DRAIN - FINAL DATE: March 27, 2009 INSTRUCTIONS TO APPLICANT: 1) Please provide a written response to each comment on the following pages or in green line on the redlined plans. 2) Please revise originals and reprint Plans and/or. Calculations as necessary for corrections. 3) Please return all red - marked Plans, Back -Up Documents, Specifications, Calculations or Reports with the resubmittal. 4) Please assure that each sheet of the resubmitted Plans and the title, cover or signature sheet of the Documents, Specifications, Calculations or Reports include the preparer's name and telephone number and are wet - signed and stamped by the licensed preparer as prescribed by California Business and Professions Code Section 5536 (Architects) and Section 6735 (Civil Engineers). Resubmittals will not be accepted with signatures missing. 5) Please return this list, your written responses, and all documents listed above with your resubmittal. REQUESTED PUBLIC WORKS CORRECTIONS (1St Round Check): All Sheets: Please identify the potential location of a 5th drywell for an additional injection location or for a future replacement site. 2. Sheet 1: Please clarify the proposed 3.7 acres of reduced tributary area from onsite infiltration basins on the Index Map. Please provide final ,WQMP and related synthetic unit hydrology calculations. Please formalize the partial document sent to Public Works by email on 3/11/2009. Please highlight and identify all drywell and storm drain locations on the Index Map. 3. Sheets 1, 2 & 4: Please provide CVWD signature blocks or equal showing CVWD approval. 4. Sheet. 2: Please correct HDPE storm pipe callout and indicate use of RCP as redlined. 5. Sheet 3: Please clarify use of 3 interceptors and 4 drywells. Modify construction notes as required. 6. Sheet 3: Please relocate sidewalk to avoid placement of drywells within the sidewalk surface. Callout bolted covers, concrete collars at drywell access as required. 7. Sheet 3: Please call out inlet vault floor elevations to clarify construction detail and absence of sumps, as applicable. Please fully correct and submit signed mylars with CVWD approvals. Sincerely, imothy R. on s on, P.E. Public Works Di ector/ City Engineer Q Paul Goble From Sent: To: Cc: De LaTorre, Julian [JDeLaTo Wednesday, March 11, 2009 Tim Jonasson Ed Wimmer; Paul Gobl Subject: FW: 1786 CVHC Dune Attachments: 1786 Shortcut Method/ Tim and Staff, Page 1 of 2 Rgmsaconsultinginc.com] 09 PM rian Peulicke; Witherspoon, Michelle; Mike Troth ms - Revised BMP System - first 3/8 inch of 100 year storm Syn Hydro.pdf; 1786 BMP Exh 3- 8th.pdf Thank you for the opportunity to pr pose a revised approach to the BMP system for Wolfe Waters (CVHC Dune Palms). Our goal is to provide the alculations to support a BMP system that complies with the requirements of MS4 and the City. In addition, our goal is to design a cost effective and practical system. The new and improved approac thel Infiltrate the runoff fr m the first 3/8 inch of rainfall in -year storm Here is the technical backup t support the new approach. L 1. The 100 -year, 24-houollorm was chosen because this storm represents te wojCse case scenario the four 100 -year storms hr 3 -hr, 6 -hr,& 24 -hr). The 24 -hour storm produces and effective rain o 2.61 inches per acre of run see Shortcut Method Synthetic Unit Hydrograph attached). 2. As shown on the Synthetic Hydrogra a first 3/8 inch of rainfall, which represents 9 percent of the storm, falls in the first 9 intervals_ . hours of the storm. The Synthetic Hydrograph is based on 1.0 acre of tributary area. W t$.— , 5.0 L.1> 3. Also, as shown in the ninth interval, the FLOW is 0.0825 cubic feet per second (cfs) per acre. 4. The project consists of 3.4 acres of offsite area and 13.6 acres onsite. Of the 13.6 onsite acres, 3.7 acres are tributary to the small retention basins throughout the site; therefore reducing the onsite acres to 9.9 acres. 5. Using the maximum FLOW rate and the off and onsite area, we can determine the BMP facility for offsite flow will have to handle 0.28 cfs (3.4 x .0825) and the onsite facility will have to handle 0.82 cfs (9.9 x .0825). 6. Maxwell Plus Drywells are designed to infiltrate 0.25 cfs. If that rate is acceptable, we propose one (1) drywell for the offsite runoff and three (3) drywells for the onsite runoff. 7. We propose to install the four drywells in the parkway along Dune Palms Road (see sketch attached). We also request a variance for the drywell separation to 70 -feet. Torrent Resources (company that installs Maxwell drywells) states minimum separation for cities in Arizona and Nevada is 50 -feet, and doesn't anticipate any issues with drywells in this area at 70 -feet. In addition, all onsite underground and most of the above ground infrastructure is in place; the excavation required and drilling operation is a huge challenge. I realize these calculations, like many calculations, can be scrutinized and questioned; however we need to keep in mind that we are trying to design a system that meets the Maximum Extent Practicable (MEP) standard, and this is our nrnnnsal fnr a nracticabte solution. Julian A Principal 3/12/2009 y_ ♦ �''1l/Ktr^i..�:,'i'M.. rf,:�.*y• ,,,./.iL.4y�.:,n �..., � ,.r t d4 .i `r 7.'i1Q 4wJWw;wJ ' I ? a I'�-•' _� Sy�wf.�i "'1f' - w �'.'.'�M'Yi �uA1 ifYM i� 2 i 0 I 11 I is I ! 1 a 1 a 1 � I I I I I I I I I I I 1 I I I I 1 I I I 11 I ►1 I 1 I I I I I i I i I I 1; I' I I I r � 1 I I '} 7A 11JOAd, 1 I I I I I1 I I i I I 0 lll; itll; Illi • Itl� 111 {� 111 tl�l ;111 Illr. � M 4zt�t�l Illli) t!hI �- 111p 1 Ilily li4 gt !,+tl MI � tllt IN Z WH Cm ZI QX MW �C } G � 0(o QJ �LL Z WU Z U 9 - - -- •Ash_--- •--- �- --�� -� -• -- -- ; ! I I 8f 31 -IN3Ad I I I I I ir{ ._- ____---- F_�_ i I I 2A I I n M AX` `l vo �. Vs\ Z5' 31 S 30 377 3S yy � yJ 500 5 566 q,04�. 0 5 1 6 o 17s3 11 FiR5i Ye 0.F TAE too YMR, $-log 'I R C F C& W C D GNDU3OdOC'l mmdlm "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1786 CVHC Dune Palms Sheet 1 By JAD Date Chocked Data [11 CONCENTRATION POINT - [3] DRAINAGE AREA -ACRES 1.0D [5] UNIT TIME - MINUTES VO, [7] UNIT TIME - PERCENT OF LAG 1100'15FM) - 191 STORM FREQUENCY & DURATION 100 -YR, 244IR [11] VARIABLE LOSS RATE (AVG)- INCHESIHOUR - 1`131 CONSTANT LOSS RATE- INCHESMOUR 0.14 [2] AREA DESIGNATION - [4] ULTIMATE DISCHARGE -CFS- HRSIIN (645•[3]) - [8] LAG TIME - MINUTES - [E] S -CURVE - [10] TOTAL ADJUSTED STORM RAIN4NCHES 4.25 [121 MINIMUM LOSS RATE (FOR VAR. LOSS)4N/HR - [M LOW LOSS RATE- PERCENT 26 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG Vrll5] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]m4 [17] UNIT. HYDROGRAPH CFS -HRSIlN r4rr16I 100.000 [20] PATTERN PERCENT (PL E-5.9) [211 STORM RAIN INIHR 60 tf 0IT201 [22) LOSS RATE IN/HR 1231 EFFECTIVE RAIN INMR [21]-[221 [24] FLOW CFS 100[51 MAX LOW 1 0.5 0.043 0.140 0.011 0.031 0.0317 2 0.7 0.060 0.140 0.015 0.044 0.0444 3 0.6 0.051 0.140 0.013 0.038 0.0381 4 0.7 0.060 0.140 0.015 0.044 0.0444 5 0.8 0.068 0.140 0.018 0.050 0.0507 6 1.0 0.085 0.140 0.022 0.063 0.0634 7 1.0 0.085 0.140 0.022 0.083 0.0634 8 1.1 0.094 0.140 0.024 0.069 0.069.8 199r*, 1.3 0.111 0.140 0.029 0.082 Il0.08251 0.14 0.033 .094 0. 1 11 1.3 0.111. 0.140 0.029 0.082 0.0825 12 1.6 0.136 0.140 0.035 0.101 0.1015 13 1.8 0.153 0.140 0.040 0.013 0.0131 14 2.0 0.170 0.140 0.044 0.030 0.0302 15 2.1 0.179 0.140 0.046 0.039 0.0388 16 2.5 0.213 1 0.140 0.055 0.073 0.0731 17 3.0 0.255 0.140 0.066 1 0.115 0.1160 18 3.3 0.281 0.140 0.073 0.141 0.1417 19 3.9 0.332 0.140 0.086 0.192 0.1931 20 4.3 0.366 0.140 0.095 0.226 0.2274 21 3.0 0.255 0.140 0.066 0.115 0.1160 22 4.0 0.340 0.140 0.088 0.200 0.2017 23 3.8 0.323 0.140 0.084 0.183 0.1845 24 3.5 0.298 0.140 0.077 0.158 0.1588 25 5.1 0.434 0.140 0.113 0.294 0.2959 26 5.7 0.485 0.140 0.126 0.345 0.3474 27 6.8 0.578 0.140 0.150 0.438 0.4416 28 4.6 0.391 0.140 0.102 0.251 0.2531 29 5.3 0.451 0.140 0.117 0.311 0.3131 30 5.1 0.434 0 140 0.113 0.294 0.2959 31 4.7 0.400 0.140 0.104 0.260 0.2617 32 3.8 1 0.323 0.140 0.084 0.183 0.1845 33 0.8 0.068 0.140 0.018 0.050 0.0507 34 0.6 0.051 0.140 0.013 1 0.038 0.0381 35 1.0 0.085 0.140 0.022 1 0.063 0.0634 36 0.9 0.077 0.140 0.020 0.057 0.0571 37 0.8 0.068 0.140 0.018 0.050 0.0507 38 0.5 0.043 0.140 0.011 0.031 0.0317 39 0.7 0.060 0.140 0.015 0.044 0.0444 40 0.5 0.043 '0.140 0.011 0.031 0.0317 41 0.6 0.051 0.140 0.013 0.038 0.0381 42 0.5 0.043 0.140 0.011 0.031 0.0317 43 0.5 0.043 1 0.140 0.011 0.031 0.0317 44 0.5 0.043 0.140 0.011 0.031 0.0317 45 0.5 0.043 0.140 0.011 0.031 0.0317 46 0.4 0.034 0.140 0.009 0.025 0.0254 47 0.4 0.034 0.140 0.009 0.025 0.0254 48 0.4 0.034 0.140 0.009 0.025 0.0254 TOTALS 100.0 5.220 5.2639 EFFECTIVE RAIN = 2.610 INCHES . TOTAL RUNOFF VOLUME = 0.22 AC-FT CUM. volume volume (aaft) (ao ft) 0.0013 0.0013 0.0018 0.0031 0.0016 0.0047 0.0018 0.0066 0.0021 0.0086 0.0026 0.0113 0.0026 0.0139 0.0029 0.0168 0.0034 0.0202 0.0039 0.0241 0.0034 0.0275 0.0042 0.0317 0.0005 0.0323 0.0012 0.0335 0.0016 0.0351 0.0030 0.0381 0.0048 0.0429 0.0059 0.0488 0.0080 0.0568 0.0094 0.0661 0.0048 0.0709 0.0083 0.0793 0.0076 0.0869 0.0068 0.0935 0.0122 0.1057 0.0144 0.1200 0.0182 0.1383 0.0105 0.1488 0.0129 0.1617 0.0122 0.1739 0.0108 0.1847 0.0076 0.1924 0.0021 0.1945 0.0016 0.1960 0.0026 0.1986 0.0024 0.2010 0.0021 0.2031 0.0013 0.2044 0.0018 0.2062 0.0013 0.2076 0.0016 0.2091 0.0013 0.2104 0.0013 0.2118 0.0013 0.2131 0.0013 0.2144 0.0010 0.2154 0.0010 0.2165 0.0010 0.2175 RCFC Syn Unt Shortcut Method Ver4.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD Lag hr = #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & Lag Time < 7 -8 min) Data Input (boxed is calced) Concentration Point 0 Soil Group Sheet 11/ pp 78 C Area Designation 0 Precipitation Rate PI E5.1 -5.6 2.1 Area (acres) 1.0 0.0 sqmi Area Precip Corr E5.8 % 100.00 L (miles) 0 Total Adjusted Storm =. 2.10 Lca (miles) 0 jRunoff Index PI E -6.1) 56 Elev @ Headwater 0 AMC Condition I, II, or III Sheet E -8 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas PI E -6.2 Fp 0.51 H = 0 Devel Area Cover PI 6.3) 90% S ft/mile = #DIV /0! 1 17728 Const Loss Rate, F 3 -6 hr storm 0.10 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F 0.05 Lag (min) #DIV 101 j Low Loss Rate Percent 3 & 6hr : 0.90 . Storm Frequency (10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 7210 Cubic Ft Duration 1, 3, 6, 24 1 hr 0.17 Acre - Ft j Unit Time Pattern Storm Loss Rates Effective Flood Period Percent { Rain Max Used Rate' I Rain Hydrograph Volume Sum Vol Basin Infil (min) ( %) j (in /hr) in /hr) j (cfs) f (cult) cult (cuft) 3.a 20.93 0. 0 (1. (0 (018 (0.835 �b'1 251 y1�0. 4t8 11,;211 (D q* Mx(0 0,.g4 33'4 584 11116 115A (0 "j(0 (010 9.19 11.'408 356 -1941 24, 49 123 (0-00 (018 '9.438 '341 1282 25 1 6.6 1.66 0.10 0.10 1.57 1.566 470 1752 30 1 7.3 1.84 0.10 0.10 1.74 j 1.742 523 2274 35 j 8.4 2.12 j 0.10 1 0.10 2.02 2.020 606 2880 40 9.0 2.27 0.10 0.10 2.17 2.171 651 3532 45 12.3 3.10 0.10 0.10 3.00 3.002 901 4432 50 j 17.6 4.44 0.1.0 0.10 4.34 j 4.338 1301 5734 55 j 16.1 4.06 0.10 0.10 3.96 3.960 1188 6922 60 { 4.2 j 1.06 0.10 1 0.10 0.96 j 0.961 288 { 7210 0 j 0.0 j 0.00 j 0.17 j 0.00 0.00-17- 0.000 0 7210 0 j 0.0 1 0.00 1 0.17 1 0.00 0.00 j 0.000 0 7210 0 j 0.0 0.00 0.17 0.00 0.00 { 0.000 0 1 7210 0 0.0 0.00 0.17 0.00 0.00 0.000 0 7210 0 0.0 0.00 { 0,17 0.00 0.00 { 0.000 0 7210 0 j 0.0 0.00 0.17 "0.00 0.00 { 0.000. 0 7210 j 0 { 0.0 0.00 j 0.17 0.00 0.00 0.000 { 0 7210 0 j 0.0 { 0.00 0.17 0.00 0.00 1 J 0.000 0 j 7210 0 0.0 0.00 0.17 0.00 0.00 { 0.0 0 7210 0 j 0.0 j 0.00 0.17 { 0.00 0.00 j 0.0 0 1 7210 0 0.0 0.00 0.17 j 0.00 0.00 0.0 0 { 7210 0 { 0.0 0.00 0.17 0.00 0.00 j 0.0 0 7210 0 0.0 0.00 0.17 0.00 j 0.00 j 0.0 0 7210 0 0.0 0.00 { 0.17 0.00. 0.00 0.0 1 0 7210 0 1 0.0 0.00 j 0.17 0.00 0.00 j 0.0 0 7210 0 j 0.0 j 0.00 0.17 0.00 0.00 0.0 0 7210 0 0.0 0.00 0.17 0.00 0.00 0.0 0 7210 0 0.0 0.00 0.17 0.00 0.00 j 0.0 0 7210 0 0.0 j 0.00 0.17 j 0.00 0.00 0.0 0 j 7210 0 0.0 0.00 0.17 0.00 0.00 0.0 0 7210 0 { 0.0 0.00 0.17 j 0.00 0.00 0.0 0 7210 0 j 0.0 0.00 0.17 0.00 0.00 0.0 0 7210 0 1 0.0 0.00 0.17 0.00 0.00 1 1-0.0 0 7210 0 0.0 0.00 1 0.17 0.00 0.00 j 1 0.0 0 7210 0 ) 0.0 j 0.00 1 0.17 1 0.00 { 0.00 j 0.0 1 0 7210 Page 1 RCFC Syn Unt Shortcut Method Ver4.XLS Riverside County Hydrology Manual j {Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD { Lag (hr) ' #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & La Time < 7 -8 min ) Data Input (boxed is calced) { Concentration Point 0 Soil Group Sheet 11/ pp 78 C Area Designation 0 Precipitation Rate PI E5.1 -5.6) 2.7 Area (acres) { 1.0 0.0 sqmi Area Precip Corr E5.8 % 100.00 L (miles) 0 Total Adjusted Storm = 2.70 Lca (miles) 0 Runoff Index PI E -6.1 56 Elev @ Headwater 0 {AMC Condition I, II, or III (Sheet E -8 )) 2 Elev @ Concentration Point, 0 Infiltr Rate for Pery Areas PI E -6.2) Fp 0.51 H = 0 { Devel Area Cover PI 6.3 1 90% S ft/mile) #DIV /0! 17728 Const Loss Rate, F 3 -6 hr storm 0.10 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50-75% of F1 705 Lag (min) #DIV 101 i { Low Loss Rate Percent 3 & 6hr : 1 0.90 Storm Frequency 10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 8641 Cubic Ft Duration 1, 3, 6, 24 3 hr 0.20 Acre: Ft UnitTimej Pattern { Storm Loss Rates Effective Flood Period Percent { Rain Max Used Rate I Rain Hydrograph Volume I Sum Vol I Basin Infil (min) j (% ) (in /hr) in /hr cfs cult) cult) cult { 6 013 (0'74�z 0 0 9775 0:32 60 :324 (9 197 (1(0 1'.13 (W42 (0A0 (0.:0(0 (0i32 Q.32'4 (97 11,94 0(5 41 (0:3:6 (0.9(0 x(0.00 (0'26 00.25.9 In 272 120 0 15 0249 MAP (0000 C59 p0.389 biili07 .389 26 1,IP5 049 (GA0 (0,0(0 X0:39 10;389 007 1505 330 1,1,18 (0,58 (O q 0 (000 Q,49 *486 4 4 (6551 35 015 (649 (0_C0 (0.1(0 10'39 (01389 00x7 788 !40 018 (0158 MAP 0.00 (049 �0�`88 046 91 00K98 WOO 01 0 049 00.x:86 04tY6 1059 �50�,l8 j 0.49 0.10 0.10 { 0.39 0.389 117 1176 1.6 0.52 0.10 0.10 0.42 0.421 126 1302 60 1.8 { " 0.58 1 0.10 0.10 0.49 0.486 146 j 1448 65 2.2 0.71 1 0.10 0.10 0.62. 0.616 185 1633 70 2.2 { 0.71 1 0.10 0.10 0.62 0.616 1 185 1818 75 2.2 j 0.71 0.10 { 0.10 0.62 0.616 1 185 2002 " 80 2.0 { 0.65 0.10 0.10 0.55 j 0.551 j 165 2167 85 2.6 0.84 0.10 0.10 0.75 0.745 224 2391 90 2.7 0.87 0.10 0.10 0.78 0.778 { . 233 { 2624 95 2.4 0.78 0.10 0.10 0.68 0.6-8-0--j- 680 204 2828 100 2.7 { 0.87 j 0.10 0.10 j 0.78 j 0.778 233 3062 105 1 3.3 1.07 0.10 0.10 0.97 1.0 292 3353 110 3.1 j 1.00 0.10 0.10 0.91 0.9 272 3625 115 1 2.9 0.94 0.10 0.10 0.84 0.8 { 253 3878 120 3.0 0.97' ( 0.10 0.10 0.87 0.9 { 262 4141 125 3.1 1.00 0.10 0:10 0.91 { 0.9 272 4413 130 4.2 { 1.36 0.10 0.10 1.26 1.3 379 4792 135 5.0 { 1.62 0.10 0.10 1.52 j 1.5 457 5249 ' 140 3.5 1.13 0.10 0.10 1.04 1.0 311 5560 145 6.8 j 2.20 0.10 0.10 1 2.11 { 2.1 632 6191 1 150 7.3 2.37 0.10 0.10 2.27 { 2.3 680 6872 155 8.2 { 2.66 0.10 0.10 2.56 2.6 768 7640 160 5.9 1.91 0.10 0.10 j 1.81 1.8 544 8184 165 2.0 0.65 0.10 0.10 0.55 #-0.6 1 165 8349 170" 1.8 0.58 0.10 j 0.10 0.49 0.5 146 8495 175 1.8 { 0.58 0.10 0.10 0.49 { 1 0.5 146 8641 180 0.6 j 0.19 0.10 0.10 0.10 0.1 0 j 8641 0 0.0 0.00 ( 0.10 1 0.00 1 0.00 0.0 0 8641. Page 1 RCFC Syn Unt Shortcut Method Ver4.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD tLag (hr) #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & Lag Time < 7 -8 min) Data Input (boxed is calced) Concentration Point 0 Soil Group Sheet 11/ p 78 C Area Designation 0 Precipitation Rate PI E5.1 -5.6 3.2 Area acres 1.0 0.0 sgmi ; Area Precip Corr E5.8 %) 100.00 L (miles) 0 Total Adjusted Storm = 3.20 Lca (miles) 0 jRunoff Index PI E -6.1 56 Elev @ Headwater 0 ]AMC Condition I, ll, or III Sheet E -8 2 Elev @ Concentration Point 0 Infltr Rate for Pery Areas PI E -6.2 F p 0.51 H = 0 Devel Area Cover PI 6.3 1 90% S fUmile = #DIV /0! 1 17728 1 Const Loss Rate, F 3 -6 hr storm) 0.10 n (Ave Mann, Plate E.3) 0.0015 j Fm, Min Low Loss 50 -75% of F 0.05 Lag (min) 1 #DIV /O! Low Loss Rate Percent 3 & 6hr : 0.90 Storm Frequency 10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 9427 Cubic Ft Duration 1, 3, 6, 24 . 6hr 0.22 Acre - Ft i I Unit Time 1 Pattern Storm Loss Rates 1 Effective Flood Period j Percent Rain Max Used Rate Rain Hydro graph Volume Sum Vol Basin Infil min %) (in /hr ) (in /hr ) (cfs) (cult ) (cult cult 1 5QCO' 4..1 (0.21 0.0,0 0:x(0 0.,fl 0.114 (68 0(68 0 'dq'2 40.23 000 (0.00 (0_.V3 Q.133 Zo 148 20 9,3 Q.15 MAO (040 (0A.5 (0.1'52 t91 240 40 04 +(017 (0 0(00 (010 (0:47 0.172 X3 .343 16'@ tl 44 0.21/ (0 i!(0 W. *0 kk.0'.7 ,0. 1'72 403 3 #446 00_ dl 1 (0-29 (0,1190 to'.AA (0,0'q 0.1191 -144 1560 g7w 416 (0.34 (000 (01 00 0 00.210 4,26 +686 [80 tl (6 0_."84 (0_�1t0 (040 0.21 '0.2110 `1126 (812 00: 916 (03d 0; 0 0. (0 0:21 0.21� -0 �1, 26 '938 100 1 7T_6 1 0.31 0.10 1 0.10 0.21 0.210 126 1064 1.6 0.31 0.10 j 0.10 0.21 1 1 0.210 1 126 1190 120 j 1.7 0.33 0.10 1 0.10 1 0.23 1 0.229 1 138 1328 130 j 1.7 0.33 j 0.10 1 0.10 0.23 0.229 1 138 1465 1.8 0.35 0.10 0.10 0.25 0.248 149 1614 1 r14 1.8 0.35 0.10 0.10 0.25 0.248 i 149 1763 1.8 0.35 0.10 0.10 0.25 1 0.248 149 1912 j 2.0 0.38 0.10 0.10 i 0.29 1 0.287 172 2084 180 2.0 0.38 0:10 0.10 _ 0.29 1 1 0.287 172 2256 190 j 2.1 0.40 0.10 0.10 0.31 0.306 184 2440 200 1 2.2 j 0.42 1 0.10 0.10 0.33 0.325 195 2635 210 1 2.5 0.48 0.10 j 0.10 0.38 1 1 0.4 1 230 1 2865 220 2.8 0.54 1 0.10 1 0.10 0.44 1 0.4 264 - 3129 230 3.0 0.58 1 0.10 0.10 0.48 1 1 0.5 287 3416 1 240 3.2 0.61 0.10 1 0.10 0.52 0.5 310 3726 250 3.5 0.67 0.10 0.10 0.57 0.6 345 4071 260 3.9 0.75 0.10 0.10 0.65 0.7 391 4462 270 4.2 0.81 0.10 0.10 0.71 0.7 426 4888 280 4.5 0.86 0.10 0.10 1 0.77 0.8 460 5348 290 1 4.8 0.92 0.10 0.10 0.82 i 0.8 495 5843 300 5.1 0.98 0.10 0.10 0.88 0.9 529 6372 310 6.7 1.29 0.10 0.10 1 1.19 1.2 714 7085 320 8.1 1.56 0.10 0.10 1.46 1.5 875 7960 330 10.3 1.98 0.10 0.10 1.88 1.9 1128 9088 340 2.8 0.54 0.10 0.10 0.44 0.4 264 9352 350 1.1 1 0.21 0.10 0.10 j 0.11 0.1 68 9421 360 0.5 0.10 0.10 0.09 0.01 0.0 6 9427 0 0.0 1 0.00 0.10 0.00 0.00 0.0 0 9427 Page 1 E RCFC Syn Unt Shortcut Method Ver4.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD ILag (hr) _ I #DIV /0! SHORTCUT METHOD Less than 100 -200 acres A Ti La me < 7 -8 min ) Data Input (boxed is calced) Concentration Point 0 Soil Group Sheet 11/ pp 78 C Area Designation 0 Precipitation Rate PI E5.1 -5.6 4.3 Area acres 1.0 0.0 sqmi Area Precip Corr E5.8 % 100.00 L (miles) 0 Total Adjusted Storm = 4.25 Lca (miles) 0 IRunoff Index (PI E -6.1 ) 56 Elev @ Headwater 0 JAMC Condition I, II, or III Sheet E -8 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas PI E -6.2) Fp . 0.51 H = = Devel Area Cover PI 6.3) 1 90% S fUmile) =, #DIV /01 1 17728 1 Const Loss Rate, F 3 -6 hr storm 0.10 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F 0.05 Lag (min) I I #DIVI01 Low Loss Rate Percent 3 & 6hr : 1 0.50 Storm Frequency (10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 9801 Cubic Ft Duration 1, 3, 6, 24 { 24 hr 0.23 Acre - Ft Unit Time Pattern I Storm J Loss Rates j Effective I Flood Period Percent Rain Max Used Rate Rain Hydrograph Volume Sum Vol Basin Infil min ( %) in /hr) in /hr) cfs (cult) cult) cult h,15 COW +(0[03 0:17 0_02 (002 0!700, 915 `1.5 !a0 (073 0105 (0.,47 (0103 (0103 (0!026 x23 38 45 0�13 (0.105 0:17 (0103 (0703 (01026 23 461 f90 (QA 007 (0.1(6 (Gfm 40103 (01034 :31 ,92 X5 (0.13 4005 (0.146 (0103 (0103 (01028 23 11115 4910 WA (0(05 (0.146 (0(03 40103 (0, 026 23 1138 1140.5 (0x3 (0,03 (0.91(6 (0 103 (0 x03 Q 6 .23 461 %Z;0 (014 (0(07 (0:1(0 0193 4023 (0.1034 31 (1491 tiVM 004 (007 (0:91(6 (0 23 0103 (0.1034 31 222 00 (00 (0107 Q.95 (0193 1003 Q (A34 31 252 *05 (00 (0.109 (0.45 00104 (0104 (010.",4:3 38 291 11180 W5 (0109 (0.0 0fiO4 40104 (01043 38 329 Y1% (46 (0109 +(0:9115 10104 0104 (01043 38 367 Zn(0 ots. (0!09 401'5 (0.104 (03014 (0!043 38 405 X25 (Q5 (0:109 40:1((1 (0104 40104 01043 38 44"4 "240 (016 (0AO 40_14 (0105 (0105 4010;5111 446 490 2?5:5 (0;(6 (0.11(0 40:14 (01(05 (0.105 40805'1 46 S3 "6 "fto (0''¢7 00.12 O.V4 010:6 0 6 40.000 54 1589 ,295 (017 QO.,`l2 40:.14 (0.10:6 0106 40,/060 °54 4643 "300 Q@E(8 0. 14 (0!.113 (0.; 3 (0.100 10001, 0 4644 315 0.6 1 0.10 0.13 0.05 1 0.05 0.1 46 689 33 0.7 0.12 0.13 0.06 0.06 0.1 54 743 345 0.8 1 0.14 0.13 0.13 0.01 0.0 6 749 360 0.8 0.14 0.13 0.13 0.01 0.0 7 756 375 0.9 0.15 0.13 0.13 0.03 0.0 24 780 390 0.9 0.15 0.12 0.12 0.03 0.0 26 805 405 1.0 0.17 0.12 0.12 0.05 0.0 42 848 420 1.0 0.17 0.12 j 0.12 0.05 0.0 44 891 435 1.0 0.17 0.12 0.12 0.05 0.1 45 937 450 1.1 0.19 0.12 0.12 0.07 0.1 62' 999 465 1.2 0.20 0.12 0.12 0.09 0.1 79 1078 480 1.3 0.22 0.11 0.11 0.11 0.1 96 1173 495 1.5 0.26 0.11 0.11 0.14 0.1 128 1301 510 1.5 0.26 0.11 0.11 0.14 0.1 129 1430 525 1.6 0.27 0.11 0.11 0.16 0.2 146 1576 540 1.7 0.29 0.11 0.11 0.18 0.2 162 1 1738 555 1.9 0.32 0.11 0.11 j 0.22 j 0.2 194 1 1933 Page 1 ' CBHC 1 h WQMP.XLS ' 00 0�� Riverside County Hydrology Manual {Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD Lag hr = #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & La Time < 7 -8 min) { Data Input boxed is calced) Concentration Point 0 1 Soil Group Sheet 11/ pp 78 C Area Designation 0 Precipitation Rate PI E5.1 -5.6 2.1 Area acres 1.0 0.0 sqmi Area Precip Corr E5.8 % 100.00 L (miles) 1 0 Total Adjusted Storm = 2.10 Lca miles 0 -A 1 Runoff Index (PI E -6.1 ) 1 56 Elev @ Headwater 0 (AMC Condition I, ll, or III Sheet E -8 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas PI E -6.2) Fp 0.51 H=1 0 1 Devel Area Cover PI 6.3 ( 80% S (ft/mile)--,' #DIV /0! 17728 Const Loss Rate, F 3 -6 hr storm) 0.14 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50-75% of F1 0.07 Lag (min) 'I I #DIV /01 Low Loss Rate Percent 3 & 6hr : 1 0.90 Storm Frequency (10, 25, 100 ) 100 Results La Quinta Zone (1 to 6) 4 ( 7044 Cubic Ft Duration 1, 3, 6, 24 1 hr { 0.16 Acre - Ft 1 1 Unit Time Patt ern Storm Loss Rates Effective Flood Period Percent . Rain Max Used Rate Rain Hydrograph Volume Sum Vol Basin Infil (min) ( %) in /hr (in /hr ) (cfs) (cult) cult cult 5 3.7 0.93 0.14 0.14 0.79 0.789 237 237 10 4.8 1.21 0.14 0.14 107 1.066 320 557 15 5.1 1.29 0.14 0.14 1.14 1.142 343 899 20 4.9 1.23 0.14 0.14 1.09 1.092 327 1227 25 6.6 1.66 0.14 1 0.14 1.52 1.520 456 1683 30 { 7.3 1.84 0.14 0.14 1.70 1.696 509 2192 35 8.4 2.12 0.14 0.14 1.97 1.974 592 2784 40 9.0 2.27 1 0.14 0.14 { 2.12 2.125 637 3421 45 12.3 3.10 0.14 0.14 2.96 j 1 2.956 887 4308. 50 • 17.6 { 4.44 1 0.14 1 0.14 4.29 1 4.292 1288 5596 55 16.1 { 4.06 1 0.14 1 0.14 3.91 { 3.914 1174 6770 60 4.2 1.06 j 0.14 1 0.14 1 0.92 1 1 0.915 275 7044 0 1 0.0 0.00 0.25 0.00 1 0.00 0.000 0 7044 0 0.0 0.00 0.25 0.00 1 0.00 { 0.000 0 7044 0 0.0 0.00 0.25 0.00 0.00 1 0.000 0 7044 0 0.0 1 0.00 0.25 0.00 0.00 1 0.000 0 7044 0 { 0.0 1 0.00 0.25 0.00 0.00 0.000 0 7044 0 0.0 0.00 j 0.25 0.00 0.00 1 0.000 0 7044 0 0.0 0.00 0.25 0.00 0.00 j 0.000 0 7044 0 0.0 j 0.00 j 0.25 1 0.00 j 0.00 1 1 0.000 1 0 7044 1 0 0.0 0.00 j 0.25 0.00 1 0.00 1 0.0 1 0 7044 0 0.0 0.00 0.25 0.00 1 0.00 0.0 1 0 7044 0 0.0 0 .00 0.25 0.00 0.00 0.0 0 7044 0 0.0 1 0.00 0.25 0.00 0.00 0.0 0 7044 0 0.0 1 0.00 0.25 0.00 1 0.00 ( { 0.0 0 7044 0 j 0.0 0.00 0.25 0.00 0.00 F 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 0.0 0 7044 0 1 0.0 0.00 0.25 0.00 0.00 { 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 0.0 0 7044 0 0.0 1 0.00 0.25 0.00 0.00 1 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 1 0.0 0 7044 0 0.0 0.00 0.25 0.00 1 0.00 0.0 1 0 7044 0 0.0 0.00 0.25 0.00 j 0.00 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 1 0.0 0 7044 0 0.0 0.00 0.25 0.00 0.00 0.0 0 { 7044 0 0.0 0.00 1 0.25 0.00 0.00 0.0, 0 7044 Page 1 CBHC 1 hr WQMP.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD I 11-ag (hr) #DIV /0! . SHORTCUT METHOD Less than 100 -200 acreLLLaq Time < 7 -8 min) Data Input (boxed is calced) I Concentration Point 0 Soil Group Sheet 11/ pp 78) C Area Designation 0 Precipitation Rate PI E5.1 -5.6 2.7 Area (acres) 1.0 0.0 sqmi Area Precip Corr E5.8 % 100.00 L (miles) 0 1 Total Adjusted Storm = 2.70 Lca (miles) 0 Runoff Index PI E -6.1 56 Elev @ Headwater 0 AMC Condition 1, 11, or III Sheet E -8) 2 Elev @ Concentration Point j 0 llnfiltr Rate for Pery Areas PI E -6.2 Fp 0.51 H=1 0 1 Devel Area Cover PI 6.3 1 80% S ft/mile); #DIV /0! 1 17728 Const Loss Rate, F 3 -6 hr storm)l 0.14 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F1 0.07 Lag (min) #DIV 101 Low Loss Rate Percent 3 & 6hr : 0.90 Storm Frequency 10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 8157 Cubic Ft Duration 1, 3, 6, 24 3 hr 0.19 Acre - Ft Unit Time Pattern Storm Loss Rates Effective Flood Period Percent Rain Max Used Rate Rain Hydrograph Volume Sum Vol Basin Infil min ( %) in /hr (in /hr ) (cfs cult cult cult 5 173 0.42 0.14 0.14 0.28 0.278 83 83 10 1.3 0.42 0.14 0.14 0.28 0.278 83 167 15 1.1 0.36 0.14 0.14 0.21 0.213 64 231 20 1.5 0.49 0.14 0.14 0.34 0.343 103 334 25 1.5 0.49 0.14 0.14 0.34 0.343 103 436 30 1.8 0.58 0.14 0.14 0.44 0.440 132 568 35 1.5 0.49 0.14 0.14 0.34 0.343 103 671 40 1.8 0.58 0.14 0.14 0.44 0.440 132 803 45 1.8 0.58 0.14 0.14 0.44 0.440 132 935 50 1.5 0.49 0.14 0.14 0.34 0.343 103 1038 55 1.6 0.52 0.14 j 0.14 j 0.38 0.375 113 1150 60 1.8 0.58 0.14 0.14 0.44 0.440 132 1282 65 ( 2.2 0.71 { 0.14 0.14 0.57 0.570 171 1453 70 1 2.2 0.71 0.14 0.14 0.57 ( 0.570 171 1624 f 75 2.2 0.71 0.14 0.14 0.57 0.570 171 1795 , 80 2.0 0.65 0.14 0.14 0.50 0.505 151 1946 j 85 2.6 0.84 0.14 0.14 0.70 0.699 210 2156 90 2.7 0.87 0.14 0.14 0.73 0.732 219 2376 95 2.4 0.78 0.14 0.14 0.63 ) 0.634 190 2566 100 j 2.7 j 0.87 0.14 0.14 0.73 j 1 0.732 219 2785 105 j 3.3 1.07 0.14 0.14 0.93 0.9 278 3063 77fT0- 3.1 1.00 0.14 0.14 0.86 0.9 258 3322 115 1 2.9 0.94 0.14 0.14 0.80 ( 0.8 239 3560 120 3.0 0.97 0.14 0.14 0.83 0.8 249 3809 125 3.1 1.00 0.14 0.14 0.86 0.9 258 4067 130 4.2 1.36 0.14 j 0.14 1.22 1.2 365 4433 135 5.0 1.62 0.14 0.14 1.48 1.5 443 4876 140 3.5 1.13 ( 0.14 0.14 0.99 { 1.0 297 5173 145 ( 6.8 2.20 j 0.14 0.14 2.06 2.1 618 5791 150 7.3 2.37 0.14 0.14 2.22 j 2.2 667 6457 155 8.2 2.66 0.14 0.14 2.51 2.5 754 7212 160 5.9 1.91 0.14 0.14 1.77 j 1.8 531 7742 165 2.0 0.65 0.14 0.14 0.50 0.5 151 7893 170 1.8 0.58 0.14 0.14 1 0.44 0.4 132 8025 175 1.8 0.58 0.14 1 0.14 0.44 0.4 132 8157 180 0.6 0.19 0.14 1 0.14 0.05 0.1 0 8157 0 ( 0.0 0.00 I 0.14 1 0.00 0.00 I 0.0 1 0 8157 Page 1 CBHC 1 h WQMP.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD Lag hr = j #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & Lag Time < 7 -8 min) Data Input (boxed is calced) J Concentration Point 0 Soil Group Sheet 11/ pp 78 J C Area Designation 0 IPrecipitation Rate PI E5.1 -5.6 3.2 Area (acres) J 1.0 0.0 sgmi Area Precip Corr E5.8 % 100.00 L (miles) 1 0 1 1 Total Adjusted Storm = 1 3.20 Lca (miles) 0 jRunoff Index (PI E -6.1 ) 1 56 Elev @ Headwater 0 ; AMC Condition I, II, or III (Sheet E -8 )) 2 Elev @ Concentration Point 0 Infiltr Rate for Pery Areas (PI E -6.2 ) Fp 1 0.51 H = 0 { De Area Cover PI 6.3) 1 1 80 % S ft/mile)= #DIV /0! 17728 Const Loss Rate, F (3 -6 hr storm)) 0.14 n (Ave Mann, Plate E.3) 0.0015 { Fm, Min Low Loss 50 -75% of F 1 0.07 Lag (min) #DIV/01 Low Loss Rate Percent 3 & 6hr : 1 0.90 Storm Frequency (10, 25, 100) 100 Results La Quinta Zone (1 to 6) 4 8460 Cubic Ft Duration 1, 3, 6, 24 6 hr { 0.19 Acre - Ft � 1 � Unit Time Pattern Storm J Loss Rates Effective Flood Period Percent Rain Max Used Rate J Rain Hydrograph { Volume Sum Vol Basin Infil (min) % (in /hr) { in /hr) (cfs ) (cult) cult (cult 10 1.1 0.21 0.14 0.14 0.07 0.068 41 41 20 1.2 0.23 0.14 0.14 0.09 0.087 52 93 30 1.3 0.25 0.14 0.14 0.11 0.106 64 157 40 1.4 0.27 0.14 0.14 0.13 0.126 75 232 50 1.4 0.27 0.14 0.14 0.13 0.126 75 307 60 1.5 0.29 0.14 0.14 0.14 0.145 87 394 70 1.6 0.31 0.14 0.14 0.16 0.164 98 493 80 1:6 0.31 0.14 0.14 0.16 0.164 98 591 90 1.6 0.31 0.14 0.14 0.16 0.164 98 689 100 1.6 0.31 0.14 0.14 1 0.16 0.164 98 788 110 J 1.6 0.31 0.14 1 0.14 0.16 0.164 98 886 120 1.7 { 0.33 0.14 { 0.14 0.18 { { 0.183 J 110 996 130 I 1.7 0.33 0.14 0.14 0.18 J J 0.183 1 110 1106 1 140 { 1.8 0.35 J 0.14 J 0.14 0.20 J j 0.202 121 1227 150 { 1.8 0.35 j 0.14 0.14 { 0.20 { 0.202 J 121 1349 160 1.8 0.35 { 0.14 0.14 { 0.20 0.202 { 121 1470 170 J 2.0 I 0.38 0.14 j 0.14 0.24 { 0.241 1 144 1615 180 2.0 0.38 J 0.14 1 0.14 1 0.24 1-0,241 1 144 1759 190 2.1 1 0.40 J 0.14 0.14 { 0.26 0.260 156 1915 J 200 2.2 J 0.42 { 0.14 0.14 0.28 { 0.279 167 2082 210 { 2.5 { 0.48 0.14 J 0.14. 0.34 { 0.3 202 2284 220 J 2.8 0.54 J 0.14 0.14 0.39 { 0.4 237 2521 230 J 3.0 0.58 0.14 ( 0.14 J 0.43 0.4 260 2781 240 { 3.2 0.61 1 0.14 J 0.14 1 0.47 0.5 283 3063 250 1 3.5 0.67 0.14 0.14 0.53 { 0.5 317 3381 260 3.9 0.75 0.14 0.14 0.61 0.6 { 363 3744 270 j 4.2 0.81 { 0.14 0.14 0.66 0.7 398 4142 280 4.5 0.86 0.14 0.14 0.72 J 0.7 432 4574 290 4.8 0.92 0.14 j 0.14 0.78 0.8 467 5041 300 5.1 0.98 0.14 0.14 0.84 0.8 502 5543 310 ( 6.7 1.29 0.14 0.14 1.14 1.1 686 6229 320 d 8.1 { 1.56 { 0.14 0.14-T 1.41 J j 1.4 847 7076 330 10.3 1.98 0.14 { 0.14 { 1.83 { 1.8 1101 8176 340 { 2.8 0.54 { 0.14 { 0.14 0.39 0.4 237 8413 350 1.1 0.21 0.14 0.14 0.07 0.1 41 8454 360 0.5 0.10 0.14 0.09 0.01 0.0 6 8460 0 0.0 0.00 0.14 0.00 0.00 0.0 0 8460 Page 1 z3 CVHC 1 hr WQMP.XLS Riverside County Hydrology Manual Calculation of SYNTHETIC UNIT HYDROGRAPH METHOD I Lag hr = #DIV /0! SHORTCUT METHOD Less than 100 -200 acres & Lag Time < 7 -8 min) . Data Input (boxed is calced) I Concentration Point 0 iSoil Group Sheet 11/ pp 78 C Area Designation jPrecipitation Rate PI E5.1 -5.6 4.3 Area (acres) 1.0 0.0 sgmi jArea Precip Corr E5.8 % 100.00 L (miles) 1 0 1 Total Adjusted Storm = 4.25 Lca miles 0 ! I Runoff Index (PI E -6.1 ) 1 56 Elev @ Headwater 0 AMC Condition (I, II, or III Sheet E -8 2 - Elev @ Concentration Point 1 0 linfiltr Rate for Pery Areas PI E -6.2 Fp 0.51 H =1 0-1 Devel Area Cover PI 6.3) 1 80% S (ft/mile)--" #DIV /0! 1 17728 Const Loss Rate, F 3 -6 hr storm 0.14 n (Ave Mann, Plate E.3) 0.0015 Fm, Min Low Loss 50 -75% of F 0.07 Lag (min) I I #DIV 101 Low Loss Rate Percent 3 & 6hr : 0.50 Storm Frequency 10, 25, 100) 100 :, Results . La Quinta Zone (1 to 6) 4 8949 Cubic Ft Duration 1, 3, 6, 24 24 hr 0.21 Acre - Ft J J Unit Time Patt ern Storm Loss Rates Effective Flood Period Percent Rain Max Used Rate J Rain Hydrograph Volume Sum Vol Basin Infil (min) % in /hr J in /hr) cfs (tuft) cult cult 15 0.2 0.03 0.25 0.02 0.02 0.017 15 1.5 30 0.3 0.05 0.25 0.03 0.03 0.026 23 38 45 0.3 0.05 0.25 0.03 0.03 0.026 23 61 60 0.4 .0.07 0.24 0.03 0.03 0.034 31 92 75 0.3 0.05 0.24 0.03 0.03 0.026 23 115 90 0.3 0.05 0.24 0.03 0.03 0.026 23 138 105 0.3 0.05 0.23 0.03 0.03 0.026 23 161 120 0.4 0.07 0.14 0.03 0.03 0.034 31 191 135 0.4 0.07 0.23 0.03 0.03 0.034 31 222 150 0.4 0.07 0.23 0.03 0.03 0.034 31 252 165 0.5 0.09- 0.22 0.04 0.04 0.043 38 291 180 0.5 0.09 0.22 0.04 0.04 0.043 38 329 195 0.5 0.09 0.22 0.04 0.04 0.043 38 367 210 0.5 0.09 0.21 0.04 0.04 0.043 38 405 225 0.5 0.09 0.21 0.04 0.04 0.043 38 444 240 0.6 0.10 0.21 0.05 0.05 0.051 46 490 255 0.6 0.10 0.21 0.05 0.05 0.051 46 536 270 0.7 0.12 0.20 0.06 0:06 0.060 54 589 285 0.7 0.12 0.20 0.06 0.06 0.060 54 643 300 0.8 0.14 0.20 0.07 0.07 0.068 61 704 315 0.6 0.10 0.20 0.05 0.05 0.1 46 750 J 330 0.7 0.12 0.19 0.06 0.06 0.1 54 803 345 0.8 0.14 0.19 0.07 OA7 0.1 61 7 864 360 0.8 0.14 J 0.19 0.07 0.07 0.1 61 926 375 0.9 0.15 0.19 0.08 0.08 0.1 69 995 390 0.9 0.15 0.18 1 0.08 0.08 0.1 J 69 1063 405 1.0 J 0.17 0.18 0.09 j 0.09 0.1 77 1140 420 1.0 j 0.17 0.18 0.09 0.09 0.1 77 1216 435 1.0 0.17 0.18 0.09 j 0.09 J 0.1 77 1293 450 1.1 0.19 0.17 0.17 0.01 0.0 12 1305 465 1.2 J 0.20 0.17 0.17 0.03 0.0 29 1334 480 1.3 0.22 0.17 0.17 0.05 0.1 47 1381 495 1.5 J 0.26 0.17 0.17 0.09 j J 0.1 79 1460 510 1.5 0.26 0.16 0.16 it 0.09 0.1 81 1541 525 1.6 0.27 0.16 0.16 1 0.11 0.1 99 1640 540 1.7 0.29 0.16 0.16 0.13 0.1 116 1756 555 1.9 J 0.32 0.16 1 0.16 1 0.17 0.2 1 149 1905 Page 1 L Page 1 of 1 Paul Goble From: Paul Goble Sent: Wednesday, April 22, 2009 3:33 PM To: 'Tesfaye Demissie' Cc: 'De LaTorre, Julian' Subject: RE: 1786 CVHC Dune Palms - Revised MS4 Letter by CVWD - Offsite Storm Drain Plans (Final) Attachments: Wolf Waters Housing CVWD Certification by CLQ.pdf Gentlemen, As discussed with Julian earlier this week, please find a PDF of the subject letter requested by CVWD and signed by Tim Jonasson. Hard copy of this letter has been sent to Steve Robbins at CVWD via USPS. The attached PDF is being sent to expedite storm drain plan signature by CVWD. Please call if we may be of any further assistance. Paul Goble, PE TE Public Works Senior Engineer City of La Quinta (760) 777 -7087 pgoble @la - quinta.org From: De LaTorre, Julian [ mailto:]DeLaTorre @msaconsultinginc.com] Sent: Thursday, April 16, 2009 2:04 PM To: Tim Jonasson Cc: Ed Wimmer; Paul Goble; Smith, Sky; San Agustin, Jaime; Witherspoon, Michelle; Baiza, Joe; Murphy, Cherie; Brian Peulicke Subject: 1786 CVHC Dune Palms - Revised MS4 Letter by CVWD - Offsite Storm Drain Plans (Final) Tim, CVWD is ready to sign the Final Offsite Storm Drain Plans however they are requesting a revised MS4 BMP letter by the City (current letter attached). As explained in earlier emails (copy attached) CVWD is requesting language be added that acknowledges flooding may occur over Manholes 1, 2 and 3 due to the elevation of Avenue 48 with respect to water surface elevation of the channel. Please let us know if we can be of any assistance. Julian A. De La Torre Principal Engineer SA CONS �,TtNG, IN . �D, PL +DWI NC ■ MrWI NGWEIKI iG ■ LAND SMrEYINC 342001306 HOPE DRIVE RANCHO MIRAGE, CA 92270 760.320.9811 ■ FAX 760.32178,93 wow MSACaNSULT,NCJnrc.com V i�JrAh drill ln,966V JMem kasecohSidNriho this oft-4 4/22/2009 rage I.otI Paul Goble From: De LaTorre, Julian [ JDeLaTorre @msaconsultinginc.com] Sent: Thursday, April 16, 2009 2:04 PM To: Tim Jonasson Cc: Ed Wimmer; Paul Goble; Smith, Sky; San Agustin, Jaime; Witherspoon, Michelle;.Baiza,*Joe; Murphy, Cherie; Brian Peulicke Subject: 1786 CVHC Dune Palms - Revised MS4 Letter by CVWD - Offsite Storm. Drain Plans (Final) Attachments: Fwd: 1786 Example Letter; FW: 1786 CVHC Offsite sTorm Drain Plan REview; City MS4 BMP letter to CVWD 08- 15- 08.pdf Tim, CVWD is ready to sign the'Final Offsite Storm Drain Plans however they are requesting a revised MS4 BMP letter by the City (current letter attached). As explained in earlier emails (copy attached) CVWD is requesting language be added that acknowledges flooding may occur over Manholes 1, 2 and 3 due to the elevation of Avenue 48 with respect to water surface elevation of the channel. Please let us know if we can be of any assistance. Julian A. De La Torre Principal Engineer MSS CO SULTING, Ylw1 . PLANNING ■ CIVIL ENGINEERING ■ LAND SURVEYING 34200 BOB HOPE DRIVE RANCHO MIRAGE, CA 92270 760.320.9811 ■ FAX 760.323.7893 www MSAGots.uLnmG,Itc.com ��.1dIC!' P ow CoAtIK1Et!' the csrtlatL 4/21/2009 r, w: i i 6o u v tiu utrsite s t orm uratn Plan XP_vtew Page 1 of 2 Paul Goble From: De LaTorre, Julian [ JDeLaTorre @msaconsultinginc.com] Sent: Mongay, November 26, 2007 10:33 AM To: Ed Wimmer Cc: Paul Goble; Tyme Flatt; Brian Peulicke; Maryann Ybarra; Murphy, Cherie; Baiza, Joe; Witherspoon, Michelle Subject: FW: 1786 CVHC Offsite sTorm Drain Plan REview Re: Dune Palms Neighborhood - Parcel 4 of Parcel Map 33588 Offsite Storm Drain Plans Ed, The City and CVWD have requested mylars for the Offsite Storm Drain Plans. We have revised the plan (minor City comments) and submitted mylars to CVWD for approval. Once approved, the mylars will be delivered to the City for approval. As stated in Tyme Flatt's email below, CVWD requires a letter from the City stating the project is in compliance with Supplement A and Best Management Practices (BMPs). Please also note CVWD is requesting a statement (in the letter) acknowledging that overflow may occur from Manholes 1, 2 and 3 due to their relationship with the La Quinta Evacuation Channel water surface during storm conditions. As discussed in previous City meetings, the water surface elevation in the 100 -year storm would create ponding slightly west and north of the Dune Palm Road/Avenue 48 intersection. I realize this letter is tied to the "Indemnification" agreement/clausebetween the City and CVHC; can you estimate when the letter can be prepared and sent to CVWD? Please let us know if we can be of any assistance. Julian A. De La Torre Senior Project Manager MSA Consulting, Inc. - - - -- Original Message---- - From: Tyme Flatt [mailto:tflatt@cvwd.org] Sent: Thursday, November 15, 2007 4:01 PM To: Murphy, Cherie; De La Torre, Julian Cc: Chris Morley; Georgia Celehar; Kelly Rehn; Tesfaye Demissie Subject: Re: 1786 CVHC Offsite sTorm Drain Plan REview Hello guys We reviewed the revised plans for the Dune Palms Neighborhood and everything looks acceptable. Please submit mylars for signature and then we can begin the encroachment permit process. After you received the approved mylars, please contact our right of way department (Kelly Rehn or Chris Morley). Please reniemlier'that we will need a.lefter from the Gity�abouescliarge f requirements as' well.as. a statement from the City that backwater effects' and F (fiom:the Lart;Quinta'Evac) is acceptable..r Thank you for your help and please let me know if you need anything further. Please note change of e-mail address to tflatt@cvwd.org Sincerely, 4/21/2009 at r w: i i ad u v n kinsite s i orm Lrain rian tctview Tyme Flatt Assistant Stormwatei Engineer ` Coachella Valley Water District (760) 398 -2651 x2229 tflatt@cvwd.oig >>> "Murphy, Cherie" <CMurphy @msaconsultingina.com> 11/12/2007 9:28 AM >>> Good Morning Tyme - We received the plan check comments from the City of La Quinta on the above mentioned plans. They have requested mylar. Have you had a chance to review the plans? If you have no further comments we can run the mylar. This is for tract 33588. Thanks for. your help. Cherie Murphy Assistant Project Manager < hqp : / /www.msaconsultinginc.com/> 4/21/2009 Ya�GLUlL DXt11111J1C LCIICi� Paul Goble From: Tyme Flatt [tflatt @cvwd.org] Sent: Thursday, November 01, 2007 10:17 AM To: Brian Ching Subject: Example Letter Attachments: City Letter on complying for Outlets.PDF Brian rage l of i Attached please find an example letter from the City of Indio stating that the outlet discharge will meet the NPDES requirements. Please let me know if you have any additional questions. Thank you for your help with this matter. Pleasepote change of e-mail address to tflatt@cvwd.org Sincerely, Tyme Flatt Assistant Stormwater Engineer Coachella Valley Water District 760)398 -2651 x2229 tflatt@cvwd.org 4/21/2009 I i vv i,ouca Paul Goble From: Tyme Flatt [tflatt @cvwd.org] Sent: Monday, December 03, 2007 9:19 AM To: Ed Wimmer . Cc: De LaTorre, Julian Subject: Fwd: 1786 Example Letter Attachments: Example Letter Ed Attached please find the example letter that I had previously sent to Brian. We would also need the information about the manholes backing up being acceptable to the City in this letter. Below is also the new wording that we are putting in our encroachment permits as well as on the mylars prior to approval of any outlets. 13. PRIOR TO APPROVAL OF A PERMANENT ENCROACHMENT PERMIT FOR OUTLETS DISCHARGING INTO CVWD FACILITIES, THE PERMITTEE SHALL PROVIDE A LETTER FROM THE LAND USE AUTHORITY FOR THE PROJECT CERTIFYING THAT THE PROJECT HAS BEEN REVIEWED AND DETERMINED TO MEET THE REQUIREMENTS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT AND WASTE - DISCHARGE REQUIREMENTS FOR THE DISCHARGE OF STORMWATER IN THE WHITEWATER RIVER WATERSHED, WHICH IS KNOWN AS THE MS4 PERMIT. THIS CERTIFICATION APPLIES TO REQUIREMENTS INCLUDED IN THE DRAINAGE AREA MANAGEMENT PLAN, STORM WATER MANAGEMENT PLAN, STORM WATER POLLUTION PREVENTION PLAN AND WATER QUALITY MANAGEMENT PLAN DESCRIBED IN THE MS4 PERMIT AND APPLICABLE TO THE PROJECT AT THE TIME OF THE APPLICATION. CVWD REQUIRES THE PERMITTEE TO IMPLEMENT CONTROL MEASURES TO THE MAXIMUM EXTENT PRACTICABLE TO PREVENT THE DISCHARGE OF NON- STORMWATER GENERATED RUNOFF INTO THE CHANNEL. THE PERMITTEE SHALL REPAIR AND MAINTAIN THE OUTLET STRUCTURE AND THE CHANNEL TO MITIGATE ANY CONDITION OF NUISANCE AND /OR DAMAGE TO THE OUTLET STRUCTURE AND THE CHANNEL CAUSED BY THE PERMITTE'S DISCHARGE OF NON - STORMWATER AS DETERMINED BY CVWD. THIS MAINTENANCE AND REPAIR SHALL INCLUDE, BUT NOT BE LIMITED TO OUTLET CONCRETE REPAIRS, CHANNEL BOTTOM SCOUR REPAIR, SLOPE PROTECTION REPAIR, VEGETATION CLEARING, PONDEDMHSANCE WATER REMOVAL, ETC. FAILURE TO COMPLY WITH THESE CONDITIONS OF APPROVAL MAY RESULT IN CVWD REVOKING THE PERMANENT ENCROACHMENT PERMIT ASSOCIATED WITH THE OUTLET AND REMOVAL OR SEALING OF THE OUTLET. If you have any additional questions please let me know. Thank you. W 4/21/2009 rage i or L rage /_ of z Please note change of e-mail address to tflatt@cvwd.org Sincerely, Tyme Flatt Assistant Stormwater Engineer Coachella Valley Water District (760) M- 2651 x2229, tflatt@cvwd.org 4/21/2009 4 CITY OF INDIO 100 CHIC CENTER MALL • INDIO, CA 9220:1 760:391 4000 • FAX 760:391.4008 WWlA1.INDIq;ORG Mr. Steve Robbins September 20, 2007 Coachella Valley Water District . P.O. Box 1058 85 -955 Avenue 5.2 Coachella, :CA 92236 . RE: Whtewater River Watershed NPD:ES. Stormwater Discharge Certification Miles Avenue Bridge and Street Improvement Project, City of Indio and Riverside County Dear Mr. Robbins: The City of Indio has reviewed the:lVltles Avenue:Bridge and Street Improvement plans, specifically the proposed storm drain outlets into the Whitewater River Watershed and is hereby certifying.that the proposed storm drain system meets the requirements of the National Pollutant Discharge Elimination System permit and Waste Discharge Requirements for the discharge of stormwater in the Whitewater River Watershed, .also know as the MS4 Permit. This certification -applies to the requirements included in the Drainage:Area Management Plan, Storm Water Management Plan, Storm Water Pollution Prevention Plan and .Water Quality Management Plan described in the MS4 Permit. We, City of Indio and Riverside County, hope this meets with your approval and we look forward toward the timely start of construction on this important bridge crossing of the Whtewater River. Let me know if you will need additional information or it you have any questions on this project. Sincerely, Tom Rafferty, Principal Civil Engineer, City of.Indio cc: Grant Eklund, PE, City Engineer ATTACHMENT TO 050721 -1 -015 %J I- I - I = I - I I_ I - I - I 1=of o j i! 0 l -- �, DEVELOPED AREA 63 ------- - - - - -� - - -�\I 62.0 FS 10 � 61.4 5 - I FS = I ® L -671 II = ® ® A -1.04 = I ® ® ® THIS AREA ` I I I ( = I DRAINS TO NODE 6 S II I ,I i AREA t ® DRAIN I I I I I 0000 0 L -691 A -2.64 I I ti,% O R'C 40' 80' SCALE .1 " =40' 64 1 120' L -255 A -0.43 49.4 INV 55.2 FL 2)Q1oo =1.6 Q10 =0.9 CB #5 53.6 FL 9.4 INV Q1 o =3.5 Qi o =2.1 �A LEGEND DRAINAGE DIRECTION TRIBUTARY DRAINAGE AREA BOUNDARY TRIBUTARY DRAINAGE SUB -AREA BOUNDARY ■■■ ■■ HYDROLOGIC SOIL GROUP BOUNDARY P1 PIPE No. 10 PER STORM DRAIN ANALYSIS (HGL AT 48.0) (P1) PIPE No. 10 PER STORM DRAIN ANALYSIS (HGL AT CRITICAL DEPTH) - Il 53.8 I 0 FL 4 f c I I I I �l l i 0 ° 18" S.D. `® a 146 `LF ® Q10 =4.9 CL 59.5 FS 20 op 1 L�80011 1 1 _ II { 1.41, 0 I _ I I ° L -336 i I I A -1.45 �' �'o I f = _ CB #4 I ® ; 53.0 FL Of 48.4 INV ` I 21,.Q1oo =6.2 I 1 i I FL ' - ,I I 000.a i I I - { I L -135 51. FL ® 24" D. I i - 31 42.7- IN ® 231 LF A-0.28 Q1oo 4 6 jQ10 =2.7 Qloo 9 4 1 I L N Q10= .5 ! AREA (INLET FLO ® 0 i � I DRAINS ® a I . I •Y ; P7 CID I s =1 �, I - 7 - P11) I F 91 43.9 ' Q1oo =1 6 a Q10 =1 + I .0 a i I P19 P25 A I 1 51 57.4 FL 12" S.D. j j Q10 =4 -3 0 -o i - / - i - - _ � 92 42.4 I N � Q " i 24 S.D. .D ®® 57.5 ° Q 35 L I = FS 30- (P9) Q1oo 13.81 I _ II - i Q10 1 I - � i I 0000000 i - 250 LF T --I- I Q1oo =15.0` j T -1 01m =0 AREA DRAIN °0°� L -484 ;° A -4.56 I TRENCH. RAIN i ®® 46.5 FL 44.0 INV ao I Q10 I _ =2 ' N N A 47.4 11 Q_ d ® ®® ' "��i i� i i�� ■�� Q10o= .3, 1 I Q10 =3 2' 1 FS 70 i (P29� 3 i- 1 103 P23 2 3 F 71 Q1 0 =20.3 / 28 Q10=1 1. / , I 8" S.D. 246" L S.D. P 2,1 4N .9 1 ®® C 51.1 FL -- - - - - -- _ - - - -_ ® 47.0 INV 52 ® Q1oo =20 0 y ID Q10 =1 6 i i ,/w ------------- 52.1 98 o 233' WEST -- :/W R/W `-" R/W R/W A -2.46 - rr f• q P14 (P20) e - AVENUE 48 R/W 51:4 FL 41 39.0 INV Zy-Q1oo=5.1 Q10 =3.0 (INS F 46:8 FL 43.4 1 W Q1 o =5.0 60 ? 0 A " � I 6 .D. 66 :LF loo 34.5 10= 0.0 i f L0 a L -194 A -0.37 1 C 44. FL j 37. INVII 82 Qloor 61 Qlo=t o I 1 11 I I r ; 4- _ 2 4" .D. o - - - - -- - - -- Q1 0 =47.0 ❑ Si'- -- 11 - o o -Q1 t=2q-.4 - - - _ - - - - -- OW CONTINUES o THE LA QUINTA EVACIUAMW_CFIANNE - R/W R/W R/W I - - - -- - -- MSA CONSULTING, INC. CITY OF LA QUINTA MAiNmRo, SmrrH & Assocum, INC. CVHC DUNE PALMS NEIGHBORHOOD PLANNING . cam- ENGINEERING . LAND SURVEYING Parcel 4 of PM 33588 34200 BOB HOPE DRm ■ RANCHO MIliAGE • CA 92270 PROPOSED HYDROLOGY MAP T mEPHoNE (760) 320 -9811 ■ FAx (760) 323 -7893 11r CONTRACTOR TO ' REMOVE • p/+p �/ �/!� Q /��,iyy�� ppA� p HOPE iii. 3�w RGP STQRA4 ;:. EXISTING r r c- STUB.. P�+•R�/O�pP�� 7��pp��fl1��J�.{. 1A AN pp /�r}y /� .VOR1[i.:Mrvq�� . M,► AN PER .CI 1 Of OUT AND ;RECQRE TO FIT' Un=1 '' Q'U'INTA PLAN SET . HO EI J. .f..TO {�iW,•IO EVACUATION, C.•I'W'{i!�F.l -. k r � 0 .. ::� . , O '; EXISTING t {: h MANHOLE TA Ao - BOTTOM IONG. STEM. wi INY DRAIN PER CITY `f ` �? i 1. r ; s DOWEL q t A QUINTA !?tAN SEf ` t i < f 1 ,..r�,a ... �+ FIRE HYDRANT /N PREPARED FORo wk _. OR/1K F�(ISTtNG..IRRtG11ilON NLWALAf�{1 �. GRADE ,. <.Nott'[t1EAS1' ....W CATE .VALVE � .. _. 42: .. - .. , • � : � _ ...- .- .� WATER �CaACH�L�a..A 1/,ALLEY HUU��t�G �C�A1.�T .Ca.. -- . .. -... _ T Esf =HZ. HQRIZQN.AL. SEWER. l�RTERK. ISIS:11t �1At#i . EASr . !cw wur I . C� _.:.. 4a 741 tNta�lRQ,E STRUT` � T� . � ,Fw Aft A3M: RELIEF. YALVE:' AIR.. V14GUilM L1►T• :LATERAL _ AL4. WORK:: SEM1l1,. DONE. N. A+CCAROANCE ;.WLTH. LATEST. Efa1TK?N. _ ...TkIE. ST ,. ., _ 0 - PL4NS E..CITY..- - .. uET>;+GroR CH�ac � INQ #Cl �A �22Q1: F. U O.F., LA QU . A..ANI?'.LATEST: EDIrIO V .O!`. THE .STIWDARD SPECIfiGATIONS PURL '''WORKS POW_I UCTIQM; MEAL FF.Ei �o !� . INT ... , : _ .. FQR. ,. .......... .:. ... _:. P OUT _ CLEAN QF MAI+ HO E :: N Y . BC CURVE M}f .R S . THE RESPONSIBILITY .oF THE tlEYELQP OW .QR CONTRACTQR, T APPI CItY` OF • T kw . _e _ERf ER TO . �� >��/p tT. fit)! .3�7 �► „ � wt�+±.11►: T. TO ROPOS1rQ MAN H 1, : T..iF,tKlN1"Rl�IOiOR!I.. ' :. CURB �.� .�. � SCALE . � . 1iQ4.E h . �Wo a. �. sra .LA ,QUINTA. PUBIJC..WORKS DfPAITf#AEl+IL::FQR . THE - NECESSARY`.PERI�Il1"S ANQ,TQ:;BE• R�tBLE:,FOR : • at$�+kti#1�11f'' k ON?rR�Ira: ... R T C I -4 R /L. PROPERTY E.MIE �,r,. 11A : SATISFACTORY COMPLIANCE FOR ALL._CU ENV{RQNMENT.:.:RE. TINS. DURING:THE >,LIFE.!!F: ' PROPQ D .IR+ATEit SERVK W(TN. 9ACKfLOW Deem Y PCG POINT CQMPOWltI CUB€. . O 8V ALVE .. _ 1 't'�RFL s. N FQR: THLS. PRO; AgQITbQt�IAI.. STIJQiF,..l►MD OR: PERbItFS A:A►`C RSQt1iRED:. .VK csrRUrl�...nA+rtivrcus . :RE.t�1JCl;R. 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'INDUSTRY STANDARQS SHEET 'INDEX EiABED UR�I IFaRMI►iKl�1 :AYAIL,, 8Al E: :Tt? THF. DESIGN; ; • I4SS1,Iirtt . RErain I L :_hWNTfMArIGE SON .. �?.HG T AN 3 LQG�L:.CONOIriONS: THE 'PART:' OF .THE P'RQ4Tt' QWI, R.. clR, :.ASSOC{ATKH"1; IT 41S RECOMMENOEQ' WI : T1iE AE�FER. IN PORATE ANTQ: FUTURl±:`�CdcR'S �NFQRGEABI�. 0' 10Q' 2p(3: .300' . 401' Ft�0*�01&; AGAINST 0! R.- IIMATERING. W FUTVK: RESIDENTS. T A T l, > ITION9 rE ss� »� Q. . RAGTOR AGREg$ -'.TO= ME'SOLE ,AN COMPLETE- ,.RESPO SIBlONY FOR THE: 4W SITE• CQNDrriON: :SCALE i, ASSU ;.THE PERSONS t.. .8'tea DURING :THE C9URSE 4F .CQNSTRt1CTIQN. OF. THIS:,PRWECT..{NCLUQING SAFEtY :OF N.L. .. _ THIS PLAN.. HAS., BEEN .REYIEWED,.BY:EARTH`''S,YSTEMS SOUTFIitVEST IREMENT APPUES :C ONTN�lUOUSLY AND !S NOT,.UMITED TO NORMAL: WORKING HOURS. _ ,•�`° f �, - _.. �•. . �� o .PROP. THIS REQU ....: DEFEND'' O"MNIFY' 'AND:.HQW' :TM OWNER: AND.• THE' MSA CONSULTING MIT :Y• :WITH . T R C4 NDATIQ - `THE >CONTRACTOR- -AkS�# AtREES..TQ _ . . -. .,.E, � APPEARS..TO..BE..{N CiENERAI, GONFQR Hi; E - F ,- QI+At, TOLLED r� �� ALERT .. �rl/� _ uwDUY ccc -CDn►� ♦�/V �Vn' X11. ! IAQII IT/ ..0011 -:AO �I fC�`_C11:' 1►I t'Y1AIAlC�4TIAAI WIRI TLIR RF'Qf:11R1i�A![`.�. i �...... ...�....,..�...'..�..... _...: ..:.�..: .....,... v..... ru .+ -.0 .. i�rR, w�rw� e� �' :wn ��s.lr2s J. 0A .tip .. :SJ 'f�AZAA(# 7 i . �' 4 : , — ' .. — — :�— — �.,-- • =�.:- =- :.rte... — — { j I v 1 ... f 46.. f►C l : j�£ 111 i ` .. r is .14 { i r.•. i `Y � tr i Ni f j ask r i - ^- , - -- r IN I'll WIN 1111 ., I Poll ill pi ti N X1; �S .i Jf f April 2, 2009 Tim Jonasson, Director of Public Works CITY OF LA QUINTA 78 -495 Calle Tampico La Quinta CA 92247 -1504 Subject: Wolff Waters Place M54 Compliance _:PM 33S% _r-JAYZc._L �. Dear Tim: MSA Consulting, Inc., and Coachella Valley Housing Coalition (CVHC) would like to submit this letter to you to address the National Pollutant Discharge Elimination (NPDES) Whitewater River Region Storm Water Management Program. The purpose of this letter is to describe compliance with the Municipal Separate Storm Sewer System (MS4) required by the Coachella Valley Water District (CVWD) in relation to the project located at the northwest corner of Dune Palms and Avenue 48 (Wolff Waters Place). We are providing a description of the Pollutants of Concern for the area. Project Specific Best Management Practices (BMPs) are included in this letter that will reduce the Pollutants of concern to the Maximum Extent Possible (MEP). The project is implementing measures as delineated and defined in Supplement A to the Riverside County Drainage Area Management Plans (April 1996). Supplement A is attached to this letter for your reference. According to Supplement A, The BMPs proposed herein will meet the permit requirements while not imposing undue burden on those that are to implement the actions called for. We feel that implementation of the non - structural measures throughout the life of the project and inclusion of structural measures within the project design and construction will serve to mitigate, to the most feasible degree and to the MEP, post construction contaminant impacts (including pollutants of concern) to the Whitewater Drainage Area Management Plan. 34200 BOB HOPE DRIvE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX B www.MSACONSULTINGINC.COM Mr. Tim Jonnason Page 2 of 6 April 2. 2009 The standard measures indicated by Supplement A are listed below. The project's detailed implementation of the primary BMPs are described, subsequently. Supplement A Non - structural BMPs ( *Measures to be provided by owner through Management Entity, Lease Agreements and Maintenance Contracts): N1. Education for Tenants and Occupants N2. Activity Restrictions N3. Common Area Landscape Management N4. Common Area Catch Basin Inspection N5. Common Area Litter Control N6. Street Sweeping Private Streets and Parking Lots N8. Spill Contingency Plan (for Maintenance Vehicles/ Equipment) N13. Employee Training/ Education Program N14. BMP Maintenance Supplement A Structural BMPs ( *Measures to- be provided by owner through project design and construction): S1. Control of Impervious Runoff (includes vegetated swales and retention basins) S2. Common Area Efficient Irrigation S3. Common Area Runoff- minimizing Landscape Design S6. Trash Container (dumpster) Areas S8. Outdoor Storage (oils, fuels, solvents, landscape chemicals) S12. Catch Basin Stenciling ( "No Dumping - Only Rain in the Drain") Supplement A Special Structural BMP: SP1. Water Quality Inlets Please note that we have incorporated nearly all Structural and Non - Structural Measures described as appropriate for residential developments within Supplement A. We have also included some additional measures that are indicated for more intense usages. Pollutants of Concern: According to NPDES NO. CAS617002, the Clean Water Act Section 303(d) list has identified portions of the Coachella Valley Stormwater Channel (CVSC) that are not meeting Water Quality Standards (WQS) for pathogens (fecal coliform) and toxaphene. The CVSC is the constructed downstream extension of the Whitewater River Channel starting near Indio. 34200 BOB HOPE DRIvE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM Mr. Tim Jonnason Page 3 of 6 April 2. 2009 The portion of the drainage system that is located in the City of La Quinta is the Whitewater River. The Whitewater River is not designated impaired. However, because the CVSC is impaired (from Dillon Road to the Salton Sea), all projects that drain into the system are required to mitigate bacteria to a medium or high effectiveness (presuming the development type is identified as a potential source of bacteria). Currently a Basin Plan Amendment for a "wet weather exemption' for the Whitewater River is being drafted. When the exemption is in place,. that requirement to consider medium or high effectiveness BMPs will be removed. Jason Uhley of the Riverside County Flood Control and Water Conservation District (RCFCWCD) instructed the team to emphasize BMPs related to Pathogens, as these are the project's primary pollutants of concern: • Pathogens (bacteria, protozoa, viruses): The project will mitigate this concern by prohibiting pets. John Carmona of the Regional Water Quality Control Board indicated that pet waste is a major contributor of pathogen contamination. The absence of pet waste will mitigate pathogens to the MEP. (As mentioned previously, the CVSC is also identified as impaired by toxaphene from agricultural activities. Toxaphene was banned from all uses in the US in 1990. It will not be an issue with this project and is discussed further below). • Per our Discussion with Brian Peulicke (CVHC Land' Development and Construction Manager) Property leases will not allow any pets. This action will result in the absence of waste which will mitigate this primary pollutant of concern to the Maximum Extent Practicable. This BMP is referred to as "Source Control" and is one of the most effective Management Practices, according to the RCFCWCD. • Additionally, as described below, a series of infiltration measures will be utilized throughout the project and especially in -line with the storm drain line that discharges directly into the La Quinta Evacuation Channel. Our "secondary" pollutants of concern consist of the remaining list of pollutants commonly found in Urban Runoff: • Sediment: In addition to general grounds- keeping requirements of the maintenance staff of the multifamily residential facility the project will mitigate this pollutant by capturing remaining sediment in the primary settling chamber of the Maxwell Plus Drywell (discussed below). It will then be removed in compliance with a required maintenance schedule (N14 BMP Maintenance). 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 -323 -7893 FAX ■ www.MSACONSULTINGINC.COM Mr. Tim Jonnason Page 4 of 6 April 2, 2009 (The following BMPs mentioned previously will. also mitigate this type of pollutant: N3 Common Area Landscape Management, N5 common area litter control, N6 Street Sweeping of private streets and parking lots, S3 Common areas runoff - minimizing landscape design). • Trash: In addition to general grounds- keeping requirements of the maintenance staff of the multifamily facility (and the following BMPs mentioned previously: N3 Common area landscape management, N5 common area litter control, N6 Street sweeping of private streets and parking lots) the project will mitigate this pollutant by capturing all sediment in the primary settling chamber of the Maxwell Plus Drywell. It will then be removed in compliance with a required maintenance schedule (N14 BMP Maintenance). • Fertilizers (nutrients, compound of nitrogen and phosphorus) Drip irrigation and several small retention basins, will minimize nuisance water that may carry fertilizer from landscaped areas (S2 common area efficient irrigation, S3 common area runoff - minimizing landscape design). • Pesticides (DDT, Chlordane, Diazinon, chlorpyrifos): 'DDT, Chlordane, Diazinon and Toxaphene (discussed above) are prohibited by law in the US for residential uses. Chlorpyrifos are expected to be banned in 2008. These chemicals will not be utilized by the project. Additionally, as mentioned above drip irrigation and several small retention basins, will minimize nuisance water that may carry pesticides from landscaped areas (S2 common area efficient irrigation, S3 common area runoff - minimizing landscape design). • Heavy metals (cadmium, chromium, copper, lead, zinc): The project will mitigate these pollutants, by capturing heavy metals, along with sediments, in the primary settling chamber of the Maxwell Plus Drywell. They will then be removed in compliance with a required maintenance schedule • Petroleum products (oil, grease, petroleum hydrocarbons, polycyclic aromatic hydrocarbons): The project will mitigate this pollutant by capturing petroleum products in the hydrophobic petrochemical sponges contained in the main Chamber of the Maxwell Plus Drywell. It will then be removed in compliance with a required maintenance schedule *Per a discussion with Brian Peulicke, Maintenance contract will include language that defines all maintenance schedules and prohibits the use of fertilizers described above. This action will result in the management of the "Secondary" Pollutants of Concern and will mitigate to the Maximum Extent Practicable. 34200 BOB HOPE DRIvE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM Mr. Tim Jonnason Page 5 of 6 April 2, 2009 Additional Infiltration BMP's Infiltration is the BMP of choice by the Riverside County Flood Control and Water Conservation District, due to its proven efficiency in removing pollutants from Storinwater. Therefore, this project also includes the provisions to infiltrate the runoff from the first 3/8 inch of rainfall in the 100 -year storm. The project design includes four proposed Maxwell Plus Drywells. The identification of an appropriate location of one "future" Drywell has also been provided as a contingency plan should any regulatory changes to design parameters occur. The BMP facility for offsite flow will handle 0.28 cfs and the onsite facility will handle 0.82 cfs. Maxwell Plus Drywells are designed to infiltrate 0.25 cfs. One (1) drywell will sufficiently treat the offsite runoff and three (3) drywells will be constructed to handle the onsite runoff. Four drywells will be installed in the parkway along Dune Palms Road. We also request a variance for the drywell separation to 70 -feet. Torrent Resources (company that installs Maxwell drywells) states minimum separation for. cities in Arizona and Nevada is 50 -feet, and doesn't anticipate any issues with drywells in this area at 70 -feet The Maxwell Plus Drywell includes a primary settling chamber (mentioned previously) and a secondary chamber. The drywell pipe extends directly from the secondary chamber. Both chambers contain a hydrophobic petrochemical sponge that removes further pollutants prior to flows entering into the drywell structure. The Maxwell Plus effectively infiltrates nuisance and first flush flows, therefore pollutants of concern that are not captured in upstream BMPs, such as the settling chamber or the hydrophobic petrochemical sponges, are naturally filtered out by native soils and not released into the MS4 system. The depth to groundwater is well over 100 feet at the project location and the Maxwell Drywell is designed to penetrate to approximately 50 feet. The floating blankets (hydrophobic petrochemical sponges) contained within the secondary chambers will absorb up to 128 ounces of hydrocarbons per blanket before saturation. Each Maxwell Plus drywell contains two floating blankets; therefore each can remove up to 256 ounces of petroleum -based organic compounds before maintenance is necessary. This results in a total removal of 1024 ounces of petroleum - based organic compounds. 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM Mr. Tim Jonnason Page 6 of 6 April 2. 2009 Maintenance of Drywells Coachella Valley Housing Coalition will coordinate with Torrent Resources regarding any product specific maintenance requirements. In addition the following provisions are included in the Offsite Storm Drain Improvement Plan to supplement the product specific maintenance. 1. Establish periodic inspection program. Include, as a minimum, quarterly removal of the covers and inspection for silt of sediment in drywell sedimentation chambers. 2. Inspect catch basins and dry wells after any storm event of significance for sediment buildup. 3. Monitor nuisance water runoff periodically; excess landscape irrigation which results in street runoff can tax the drywell over time. Make certain that retention basin is not watered excessively for extended periods. 4. Either manually or using vacuum truck service, clean out the drywell chambers of all sediment on an as- needed basis. 5. Do not allow the sediment to build to the level of the overflow pipe in any event. Once sediment enters the drywell below the sedimentation chamber, the well can become contaminated and the voids may clog. 6. Provide a written log of the inspections and clean out frequencies, so that the drywells can be monitored in the future with the proper frequency. 7. It is the responsibility. of the Coachella Valley Housing Coalition to maintain drywells and further NPDES treatment facilities. Please contact me if you should have any questions. Very truly yours, ti Michelle Witherspoon Director of Environmental Services MDW %nv c: Patti Reyes c: Ed Wimmer 34200 BOB HOPE DRIvE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760- 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MS,ACONSULTINGINC.COM BMP for Wolff Waters Apartments Infiltrate runoff from the first 3/8 inch of rainfall in the 100 -year storm Our goal is.to provide the calculations to support a BMP system that complies with the requirements of MS4 and the City. In addition, our goal is to design a cost effective and practical system. Here is the technical backup to support the new approach. 1. The 100 -year, 24 -hour storm was chosen because this storm represents the worse case scenario (largest runoff volume) of the four 100 -year storms (1 -hr, 3 -hr, 6 -hr & 24- hr). The 24 -hour storm produces and effective rain of 2.61 inches per acre of runoff (see Shortcut Method Synthetic Unit Hydrograph and Synthetic Unit Hydrograph Factors attached). 2. As shown on the Synthetic Hydrograph, the first 3/8 inch of rainfall, which represents 9 percent of the storm, falls in the first 9 intervals (4.5 hours) of the storm. The Synthetic Hydrograph is based on 1.0 acre of tributary area. 3. Also, as shown in the ninth interval, the FLOW is 0.0825 cubic feet per second (cfs) per acre. 4. The project consists of 3.4 acres of offsite area and 13.6 acres onsite. Of the 13.6 onsite acres, 3.3 acres are tributary to the small retention basins throughout the site; therefore reducing the onsite acres to 10.3 acres (see BMP Self Contained Area Map). 5. Using the maximum FLOW rate and the off and onsite area, we can determine the BMP facility for offsite flow will have to handle 0.28 cfs (3.4 x.0825) and the onsite facility will have to handle 0.85 cfs (10.3 x..0825). 6. Maxwell Plus Drywells are designed to infiltrate 0.25 cfs. If that rate is acceptable, we propose one (1) drywell for the offsite runoff and three (3) drywells for the onsite runoff. 7. We propose to install the four drywells in the parkway along Dune Palms Road (see sketch attached). We also request a variance for the drywell separation to 60 -feet. Torrent Resources (the company that installs Maxwell Drywells) states minimum separation for cities in Arizona and Nevada is 50 -feet, and doesn't anticipate any issues with drywells in this area. In the event another drywell becomes necessary, one can be located 60 -feet north of the most northerly drywell (see BMP Self- Contained Area Map) This is our proposal for a practicable solution. N0. 43880 07 i J'l CIVIC- OF CA10F�� 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM Synthetic Unit Hydrograph Factors The Synthetic Unit Hydrograph, Shortcut Method, as prescribed in the 1978 Riverside County Flood Control & Water Conservation District Hydrology Manual, was used to determine the runoff volumes created from the proposed improvements in a 100 -year, 24 -hour storms. The data used in the Synthetic Unit Hydrograph calculations are as follows: Soil Group: Runoff Index (RI) Number: Infiltration Rate (FP): Impervious Area (A;): Constant Loss Rate (F): Low Loss Rate: Storm Frequency: Total Adjusted Storm: B, AMC -II (site has combination of A and B soils, soil type B used for calculations) 56.(Urban cover — Residential) 0.51 in /hr 80% (Apartment) 0.51[1 - 0.9(80 %)] = 0.14 in /hr (Apartment) 0.9 — (0.8 X 80 %) = 26% (Apartment) 100 -Year 24 -Hour: 4.25 inches The low loss rates obtained are per the approved RCFC & WCD Hydrology Manual computer program: (Developed condition) Low Loss Rate 0.90- (0.8 x % impervious) 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CALIFORNIA ■ 92270 760 - 320 -9811 ■ 760 - 323 -7893 FAX ■ www.MSACONSULTINGINC.COM R C F C& W C D Nw5R @1LO6V 1l°lU��i�1d "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1786 CVHC Dune Palms sheet By JAD Date Checked- Date [1) CONCENTRATION POINT - (31 DRAINAGE AREA -ACRES 1.00 [5] UNIT TIME- MINUTES 30h [7] UNIT TIME - PERCENT OF LAG (100•[511[6]) `- 19] STORM FREQUENCY & DURATION 100 -YR, 24-HR [11) VARIABLE LOSS RATE (AVG)- INCHES /HOUR - [131 CONSTANT LOSS RATE- INCHES /HOUR 0.14 [2] AREA DESIGNATION - [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645•[3]) - [6) LAG TIME - MINUTES - [8] S -CURVE - 1101 TOTAL ADJUSTED STORM RAIN- INCHES 4.25 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -INIHR - 041 LOW LOSS RATE- PERCENT 26 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [71•[151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 1171 UNIT. HYDROGRAPH CFS - HRS /IN [41.1181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 601f 0Ir201 100[5) [221 LOSS RATE IN /HR [23] EFFECTIVE' RAIN IN /HR [211 -[221 [241 FLOW CFS MAX LOW 1 0.5 0.043 0.140 0.011 0.031 0.0317 2 0.7 0.060 0.140 0.015 0.044 0.0444 3 0.6 0.051 0.140 0.013 0.038 0.0381 4 0.7 0.060 0.140 0.015 0.044 0.0444 5 0.8 0.068 0.140 0.018 0.050 0.0507 6 1.0 0.085 0.140 0.022 0.063 0.0634 7 1.0 0.085 0.140 0.022 0.063 0.0634 8 1.1 0.094 0.140 1 0.024 1 0.069 0.0698 ' x.$ 1.3 0.111 0.140 0.029 0.082 0 6.0825:' 128 0.140 0.033 0.094 0.09 =1 11 1.3 0.111 0.140 0.029 0.082 0.0825 12 1.6 0.136 0.140 0.035 0.101 0.1015 13 1.8 0.153 0.140 0.040 0.013 0.0131 14 2.0 0.170 0.140 0.044 0.030 0.0302 15 2.1 0.179 0.140 0.046 0.039 0.0388 16 2'.5 0.213 0.140 1 0.055 0.073 0.0731 17 3.0 0.255 0.140 0.066 0.115 0.1160 18 3.3 0.281 0.140 0.073 0.141 0.1417 19 3.9 0:332 0:140 0.086' 0.192 0.1931 20 4.3 0.366 0.140 0.095 0.226 0.2274 21 3.0 0.255 0.140 0.066 0.115 0.1160 22 4.0 0.340 0.140 0.088 0.200 0.2017 23 3.8 0.323 0.140 0.084 0.183 0.1845 24 3.5 0.298 1 0.140 0.077 1 0.158 0.1588 25 5.1 0.434 0.140 0.113 0.294 0.2959 26 5.7 0.485 0.140 0.126 0.345 0.3474 27 6.8 0.578 0.140 0.150 0.438 0.4416 28 4.6 0.391 0.140 0.102 0.251 0.2531 29 5.3 0.451 0.140 ' 0.117 0.311 0.3131 30 5.1 0.434 0.140 0.113 0.294 0.2959 31 4.7 0.400 0.140 0.104 0.260 0.2617 32 3.8 0.323 0.140 0.084 0.183 0.1845 33 0.8 0.068 0.140 0.018 0.050 0.0507 34 0.6 0.051 ''0.140 0.013 0.038 0.0381 35 1.0 0.085' 0.140 0.022 0.063 ` 0.0634 36 0:9' 0.077 '0.140. 0.020 0.057 0.0571 37 0.8 0.068 0.140 0.018 0.050 0.0507 38 0.5 0.043 0.140 0.011 0.031 0.0317 39 0.7 0.060 0.140' 0.015 0.044 0.0444 40 ' 0.5 0.043 '0.140 0.011 0.031 0.0317 41 0.6 0.051 0.140 0:013 •0.038 0.0381 42 0.5 0.043 '0: 140 0.011 0.031 0.0317 43. 0.5 0.043 0.140 0.011 0.031 0.0317' 44 0.5 0.043 ' 0.140 0.011 0.031. 0.0317 45 0.5 0.043 0.140 0.011 0.031 0.0317 46 ' 0.4 0.034 0.140 0.009 0.025 0.0254 47 0.4 0.034 0.140 0.009 0.025 0.0254 48 0.4 0.034 0:140 0.009 ' 0.025 0.0254 TOTALS 1 100.0 5.220 5.2839 EFFECTIVE. RAIN = . 2.610 INCHES TOTAL RUNOFF VOLUME 0.22 AC -FT cum. volume • volume (ac-ft) (ac-ft) 0.0013 0.0013 0.0018 0.0031 0.0016 0.0047 0.0018 0.0086 0.0021 0.0086 0.0026 0.0113 0.0026 0.0139 0.0029 0.0168 0.0034 0.0202 0.0039 0.024 0.0034 0:0275 0.0042 0.0317 0.0005 0.0323 0.0012 0.0335 0.0016 0.0351 0.0030 0.0381 0.0048 0.0429 6.0059 0.0488 0.0080 0.0568 0.0094 0.0661 0.0048 0.0709 0.0083 0.0793 0.0076 0.0869 0.0066 0.0935 0.0122 0.1057 0.0144 0.1200 0.0182 0.1383 0.0105 0.1488 0.01.29 0.1617 0.0/22 0.1739 0.0106 0.1847 0.0076 0.1924 0.0021 0.1945 0.0016 0.1960 0.0026 0.1986' 0.0024 0.2010 0.0021 0.2031 0.0013 0.2044 0.0018 0.2062 0.0013 0.2076 0.0016 0.2091 0.0013 0.2104 0.0013 0.2118 0.0013 0.2131 0.0013 0.2144 0.0010 0.2154 0.0010 0.2165 0.0010 0.2175