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HomeMy WebLinkAboutPA2017-248_20180330_MELA-001 Pre-Hydrology PRELIMINARY HYDROLOGY STUDY for MARINER SQUARE TTM 18135, LOT 1 In the City of Newport Beach, California Prepared For: Melia Homes 8951 Research Drive, #100 Irvine, CA 92618 Chad Brown (949) 759-4367 Prepared By: C&V Consulting, Inc. 6 Orchard, Suite 200 Lake Forest, CA 92630 Dane McDougall, P.E. David Terry, Project Manager (949) 916-3800 November 2017 Revised March 30, 2018 TABLE OF CONTENTS 1.0 SITE DESCRIPTION 2.0 PURPOSE OF STUDY 3.0 METHODOLOGY 4.0 RESULTS 5.0 CONCLUSION 6.0 DESIGN ASSUMPTIONS 7.0 REFERENCES APPENDIX A: Hydrology Maps Existing Hydrology Map Proposed Hydrology Map APPENDIX B: Hydrology Calculations Existing 2, 25 & 100-Year Hydrology Calculations Developed 2, 25 & 100-Year Hydrology Calculations APPENDIX C: Hydraulic Calculations WSPG Hydraulics Catch Basin Sizing Calculations APPENDIX D: Conceptual Grading & Drainage Plan APPENDIX E: City of Newport Beach Storm Drain As-Built Plans & Mariner Square Apartment Utility Plan 1.0 Site Introduction The Mariner Square project is located at 1244 Irvine Avenue, in the City of Newport Beach and will consist of an attached residential development with associated paved drive aisles, landscaped outdoor open spaces, parking areas, a community recreational area with pool, spa and BBQ areas throughout the site. The existing site is currently utilized as an Apartment Community referred as Mariner Square and consists of several residential buildings with associated parking, landscaped areas and recreational pool/ spa area. The site is bounded by Irvine Avenue to the west, Mariners Drive to the north, Rutland Road to the east and an existing commercial/ retail development to the south. The overall site is approximately 5.77 acres and will be developed as one lot subdivision for condominium purposes. The proposed development will consist of 92 condominium units with 2, 4 and 6-plex buildings. Each unit will have a private attached patio/ balcony area and will be equipped with water, sewer and washer/ dryer hook-up. Onsite private drive aisles, parking areas, hardscaped and landscaped will be provided throughout the site. Drive aisles and parking areas will consist of asphalt concrete and decorative/ enhanced pavement and sidewalks comprised of portland concrete cement (PCC). Decorative hardscape is proposed within the walkways and drive aisles will consist of pavers, stone work and/ or stamped/ colored concrete. Landscaping will be incorporated in open space areas including vegetation, street trees and potted plants. The existing site topography slopes generally in the west to easterly direction towards the easterly property adjacent to Rutland Road. Existing historic drainage patterns will be matched within the proposed condition. There is an existing City of Newport Beach public 30” RCP storm drain system located within Rutland Road within the westerly sidewalk along the project frontage. This storm drain system was constructed to support the recent redevelopment of the existing commercial/ retail development south of the site. Three (3) existing storm drain stubs connect to the onsite existing private storm drain/ area drain system. These existing storm drain connections will be removed or capped at the right-of-way as part of this development. The development proposes two (2) 18” storm drain connections to the existing public 30” storm drain system within Rutland Road. No offsite surface run-on drainage will be calculated as part of this study. 1 2.0 Purpose of Study The study will determine the amount of storm water run-off generated from the project in the pre- and post- development conditions. The 100-year storm event will be analyzed to verify finish floor elevations and street capacity. The pre-and post-development 100-year storm events are shown on the existing hydrology map. Per the Orange County Hydrology Manual, onsite underground storm drain piping is required to be sized for a minimum of the 25-year storm event capacity when near habitable structures. Refer to Appendix A for copies of the Hydrology Maps. The hydraulics analysis portion of this study will determine the minimum size of catch basins, storm water conveyance pipes, and street capacity sections required to collect and convey the proposed storm water runoff. Hydraulic analysis will be provided as part of the final engineering design. 3.0 Methodology The proposed drainage area was analyzed by utilizing the County of Orange Hydrology Manual (1986) and Advanced Engineering Solutions (AES) 2014 hydrology software. The site was divided into drainage sub-areas as demonstrated on the enclosed Hydrology Exhibits. Each sub- area was analyzed for acreage, land-use and time of concentration according to the Rational Method. The initial subareas meet the maximum area and flow length requirement as indicated within the Orange County Hydrology Manual. Flow lengths were based on the longest drainage pathway representing street surface flow to the proposed sump area catch basin. All runoff captured within area drain pipes will be conveyed directly to a proposed Biofiltration vault equipped with an internal bypass. Analyzing flow entering the area drain system would provide inaccurate and unrepresented results, therefore the longest flow path within the street was utilized to represent the initial subareas. Area drain pipes and inlet will be designed during final engineering and sizing based on a proration of the total peak flow tributary to the subarea. The Advanced Engineering Solutions (AES) 2014 hydrology software utilizes the Orange County Hydrology Manual Rational Method criteria to calculate peak flow rates, time of concentrations and estimates pipe sizing based on the Manning’s Equation for open channel flow. Hydraulic Calculations will be performed during final engineering to verify proposed onsite pipe sizing. It is assumed that the proposed underground storm drain system will likely be under pressure, therefore a minimum 0.5’ freeboard will be provided at all manholes and catch basins. 2 4.0 Results Hydrology Basin Summary The following calculations are based per onsite tributary areas. Refer the Existing and Proposed Hydrology Maps located within Appendix A. Existing Conditions: Q2-EX (total 2-year peak storm flow) = 9.48 cfs Q25-EX (total 25-year peak storm flow) = 20.99 cfs Q100-EX (total 100-year peak storm flow) = 27.15 cfs Tc100-EX = 6.34 min Proposed Conditions: Q2-PROP (total 2-year peak storm flow) = 8.20 cfs Q25-PROP (total 25-year peak storm flow) = 17.90 cfs Q100-PROP (total 100-year peak storm flow) = 22.97 cfs Tc100-PROP = 8.62 min Overall Peak Flow Decrease Amount: ∆Q2 (2-year peak storm flow) = 9.48 – 8.20 = 1.28 cfs (-13.5%) ∆Q25 (25-year peak storm flow) = 20.99 – 17.90 = 3.09 cfs (-18.6%) ∆Q100 (100-year peak storm flow) = 27.15 – 22.97 = 4.18 cfs (-15.4%) Maximum Water Surface Elevations Water surface elevations for the 100-year storm event were analyzed to verify that the proposed building finish floor elevations are set at least 1 foot above the calculated water surface elevation and will be provided during final engineering. Water Quality Treatment Sizing Calculations Due to low existing subsurface soil infiltration rates, Infiltration BMPs have been proven infeasible. Please refer to the separately prepared Project WQMP report for water quality treatment sizing requirements. The development proposes Biofiltration Vaults to provide water quality treatment of the storm water runoff prior to discharge. Catch Basin Sizing Catch basin sizing will be analyzed for the 25-year frequency storm flow. Refer to Appendix C, Catch Basin sizing for additional information. The 25-year frequency storm flows were utilized to collect and convey storm water runoff to the proposed underground storm drain system as required per the Orange County Hydrology Manual. Onsite catch basins located on the main drive aisles have been sized for a sump condition, however during larger storm events, storm water will be convey through the drive aisles to the secondary driveway entrances on Rutland Road. Catch Basin sizing was based on curb inlet calculations per Hydraflow Express for AutoCAD Civil 3D 2015. Refer to Appendix C, Hydraulic Calculations, Catch Basin Sizing for additional information. 3 Pipe Capacity WPSG Hydraulic Calculations will be analyzed for the proposed private storm drain system in order to determine the proposed Hydraulic Grade Line (HGL) and confirm pipe sizing during final engineering. The proposed private storm drain system will connect to an existing City public 30” RCP storm drain system located within Rutland Road. Based on existing as-built storm drain plans, the existing public 30” storm drain system was designed to accept developed flows from this site. The HGL is not identified on the existing as-builts plans for the Rutland Road 30” storm drain system, therefore an assumed top of pipe starting water surface elevation will be utilized indicating the existing system is flowing full. The enclosed Hydraulic Calculations are based on the preliminary drainage design and are subject to change during final engineering. Per the WSPG Hydraulic Calculations, the proposed onsite private storm drain system is adequately sized and provides the minimum freeboard at all manhole and catch basin locations. Refer to Appendix C, Hydraulic Calculations for WSPG input and output data files. 5.0 Conclusion The results from this hydrology study utilizing methods provided by the City of Newport Beach and the County of Orange demonstrate that the proposed storm flows from the subject site are less than the existing due to the increased time of concentrations based on the elongation of surface runoff to proposed primary catch basin sump areas and the reduction of connections to the public storm drain system. In the existing condition, storm water surface runoff is immediately collected via inlets and conveyed within area drain piping that converges downstream. This condition represents very short time of concentrations, yielding higher overall peak flow rates. As a result, the proposed condition will reduce the overall peak flow rates and increase the time of concentration. The proposed development will collect and convey the storm water to a proposed private underground storm drain and discharge via two (2) proposed connections to an existing City public 30” RCP storm drain system within Rutland Road. Proposed Biofiltration vaults have been incorporated into the site’s drainage design to collect and treat the required water quality flow rates per the separately prepared Project WQMP report. During larger storm events and once the Biofiltration vaults reached treatment capacity, storm water runoff will bypass and continue downstream within the proposed private underground storm drain system. Refer to the separately prepared Project WQMP report for storm water quality treatment details. The site has been designed to collect and convey the post-developed 25-year storm event. Emergency overflow will be directed within the proposed private drive aisles to the secondary entrances on Rutland Road. The grading for this site is designed to limit the diversion of existing flow patterns and maintain the existing runoff conditions for the overflow pathways to the extent feasible for the developed site conditions. Based on the hydrologic calculations within this study, the proposed condition will decrease the overall peak flow rate tributary to the existing public storm drain system within Rutland Road, therefore the proposed development will not impact the existing and/ or downstream public storm drain systems. 4 6.0 Design Assumptions 1. The property is located at 1244 Irvine Avenue in the City of Newport Beach, Orange County, California. 2. 100-year storm event flood level protection analysis required for habitable structures per the requirements of the Local Drainage Manual. All proposed finish floor elevations shall be at least 1.0’ above the calculated 100-year water surface elevation. 3. 25-year storm event flood level protection analysis required for storm drain conveyance pipe sizing and major street travel ways. The HGL is not provided on the existing as-built plans for the Rutland Road 30” public storm drain system, therefore the top of the pipe will be utilized as the starting water surface elevation for all WSPG Hydraulic Calculations. 4. The existing site conditions were analyzed by utilizing the Drainage & Sewer Plan As-built prepared by Williamson & Schmid Civil Engineers dated November 1968 and Topographic Survey prepared by C&V Consulting, Inc. dated August 2017. 5. Both the existing and proposed site conditions are consistent with a Multi-Family Residential development and will utilize an Apartment land use. The existing site pervious coverage is approximately 1.60 acres (28%) and impervious coverage is approximately 4.17 acres (72%). The proposed site pervious coverage is approximately 1.19 acres (79%) and impervious coverage is approximately 4.58 acres (21%). Per the Orange County Hydrology Manual, Figure C-4, Impervious Cover for Developed Areas, Apartments Land Use recommended Impervious Value for Average Conditions is 75%, therefore it is acceptable to use an Apartments land use for both the existing and proposed conditions. 6. Soil Classification “B” per the Orange County Hydrology Manual and Orange County Technical Guidance Document. 7. Flow rates were calculated based on the County of Orange, “Hydrology Manual” dated October 1986. 8. Advanced Engineering Software, (AES) 2014 hydrology software used to calculate flow rates and volume amounts. 7.0 References 1. Flow rates were calculated based on the County of Orange “Hydrology Manual” dated October 1986. 2. Advanced Engineering Software, (AES) 2014 hydrology software used to calculate flow rates and volume amounts. 3. Conceptual Grading & Drainage Plan prepared by C&V Consulting, Inc. 4. City of Newport Beach Storm Drain Improvement As- Built plans. 5. Catch Basin sizing will be based on curb sump inlet calculations and 100-year Water Surface Elevations per Hydraflow Express for AutoCAD Civil 3D 2015. 6. Water Surface Pressure Gradient (WSPG), Version 12.99 (2000) will be utilized to calculate the HGL and verify pipe sizing of the proposed onsite private storm drain system. 5 Appendix A Hydrology Maps Existing Hydrology Map DWG: P:\M\MELA-001\dwg\Sheets\EH\EH-X-HYD-01.dwg BY: jhendricks Mar 30, 2018 - 5:04:24pmPROJ:STRA-004BEFORE YOU DIGTWO WORKING DAYS8-1-1DIAL TOLL FREE0SCALE: 1" = 30'15 3060 Proposed Hydrology Map DWG: P:\M\MELA-001\dwg\Sheets\EH\EH-P-HYD-01.dwg BY: jhendricks Mar 30, 2018 - 5:04:55pmPROJ:STRA-004BEFORE YOU DIGTWO WORKING DAYS8-1-1DIAL TOLL FREE0SCALE: 1" = 30'15 30602020202020 Appendix B Hydrology Calculations Existing 2, 25 & 100-Year Hydrology Calculations MH01X2.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q2 EXISTING                                                              *  *                                                                          *   **************************************************************************    FILE NAME: MH01X2.DAT                                            TIME/DATE OF STUDY: 15:58 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =    2.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01X2.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   109.00    ELEVATION DATA: UPSTREAM(FEET) =     86.60  DOWNSTREAM(FEET) =     83.63    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    36    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.65    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      0.65  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.70  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   266.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.56    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.65    PIPE TRAVEL TIME(MIN.) =   1.73    Tc(MIN.) =    6.73    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    103.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 2 MH01X2.RES  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    37.00    ELEVATION DATA: UPSTREAM(FEET) =     84.40  DOWNSTREAM(FEET) =     83.70    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.14      0.30     0.200    36    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.28    TOTAL AREA(ACRES) =      0.14   PEAK FLOW RATE(CFS) =      0.28  ****************************************************************************    FLOW PROCESS FROM NODE    103.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    82.60  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   235.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   2.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.48    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.28    PIPE TRAVEL TIME(MIN.) =   1.58    Tc(MIN.) =    6.58    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.58    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.934    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.91      0.30     0.200    36    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.91      SUBAREA RUNOFF(CFS) =    1.53    EFFECTIVE AREA(ACRES) =      1.05   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20 Page 3 MH01X2.RES    TOTAL AREA(ACRES) =        1.1       PEAK FLOW RATE(CFS) =       1.77  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.77    6.58    1.934  0.30( 0.06) 0.20       1.1     102.00    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        0.65    6.73    1.908  0.30( 0.06) 0.20       0.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.42    6.58    1.934  0.30( 0.06) 0.20       1.4     102.00        2        2.40    6.73    1.908  0.30( 0.06) 0.20       1.4     100.00      TOTAL AREA(ACRES) =         1.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        2.42  Tc(MIN.) =    6.579    EFFECTIVE AREA(ACRES) =      1.37  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.35  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   101.00   MANNING'S N =  0.013 Page 4 MH01X2.RES    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   8.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.84    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.42    PIPE TRAVEL TIME(MIN.) =   0.59    Tc(MIN.) =    7.17    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    105.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   127.00    ELEVATION DATA: UPSTREAM(FEET) =     85.90  DOWNSTREAM(FEET) =     83.43    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    36    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.65    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      0.65  ****************************************************************************    FLOW PROCESS FROM NODE    105.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.80  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   204.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.03    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.65 Page 5 MH01X2.RES    PIPE TRAVEL TIME(MIN.) =   1.12    Tc(MIN.) =    6.12    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.12    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.015    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.08      0.30     0.200    36    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.08      SUBAREA RUNOFF(CFS) =    1.90    EFFECTIVE AREA(ACRES) =      1.41   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4       PEAK FLOW RATE(CFS) =       2.48  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.48    6.12    2.015  0.30( 0.06) 0.20       1.4     104.00    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.42    7.17    1.840  0.30( 0.06) 0.20       1.4     102.00        2        2.40    7.33    1.818  0.30( 0.06) 0.20       1.4     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.75    6.12    2.015  0.30( 0.06) 0.20       2.6     104.00        2        4.68    7.17    1.840  0.30( 0.06) 0.20       2.8     102.00        3        4.63    7.33    1.818  0.30( 0.06) 0.20       2.8     100.00      TOTAL AREA(ACRES) =         2.8 Page 6 MH01X2.RES    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        4.75  Tc(MIN.) =    6.122    EFFECTIVE AREA(ACRES) =      2.58  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.8    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.10  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =    56.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   7.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   7.30    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.75    PIPE TRAVEL TIME(MIN.) =   0.13    Tc(MIN.) =    6.25    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    106.00 TO NODE    107.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   153.00    ELEVATION DATA: UPSTREAM(FEET) =     86.30  DOWNSTREAM(FEET) =     83.33    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.331    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.182    SUBAREA Tc AND LOSS RATE DATA(AMC  I ): Page 7 MH01X2.RES     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.24      0.30     0.200    36    5.33    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.46    TOTAL AREA(ACRES) =      0.24   PEAK FLOW RATE(CFS) =      0.46  ****************************************************************************    FLOW PROCESS FROM NODE    107.00 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.60  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =   155.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   2.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.50    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.46    PIPE TRAVEL TIME(MIN.) =   0.74    Tc(MIN.) =    6.07    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.07    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.025    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.24      0.30     0.200    36    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.24      SUBAREA RUNOFF(CFS) =    2.19    EFFECTIVE AREA(ACRES) =      1.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5       PEAK FLOW RATE(CFS) =       2.62  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================ Page 8 MH01X2.RES    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.62    6.07    2.025  0.30( 0.06) 0.20       1.5     106.00    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.75    6.25    1.992  0.30( 0.06) 0.20       2.6     104.00        2        4.68    7.30    1.822  0.30( 0.06) 0.20       2.8     102.00        3        4.63    7.45    1.800  0.30( 0.06) 0.20       2.8     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.31    6.07    2.025  0.30( 0.06) 0.20       4.0     106.00        2        7.32    6.25    1.992  0.30( 0.06) 0.20       4.1     104.00        3        7.03    7.30    1.822  0.30( 0.06) 0.20       4.3     102.00        4        6.95    7.45    1.800  0.30( 0.06) 0.20       4.3     100.00      TOTAL AREA(ACRES) =         4.3    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        7.32  Tc(MIN.) =    6.249    EFFECTIVE AREA(ACRES) =      4.06  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        4.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.00  DOWNSTREAM(FEET) =    77.90    FLOW LENGTH(FEET) =   169.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  13.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.28    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       7.32 Page 9 MH01X2.RES    PIPE TRAVEL TIME(MIN.) =   0.53    Tc(MIN.) =    6.78    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   348.00    ELEVATION DATA: UPSTREAM(FEET) =     86.10  DOWNSTREAM(FEET) =     82.30    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.309    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.691    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.84      0.30     0.200    36    8.31    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.23    TOTAL AREA(ACRES) =      0.84   PEAK FLOW RATE(CFS) =      1.23  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE    202.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.40  DOWNSTREAM(FEET) =    78.80    FLOW LENGTH(FEET) =    12.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   2.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.92    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.23    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    8.34    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    202.00 =     360.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    202.00 TO NODE    203.00 IS CODE =  31 Page 10 MH01X2.RES  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.80  DOWNSTREAM(FEET) =    78.30    FLOW LENGTH(FEET) =   298.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.06    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.23    PIPE TRAVEL TIME(MIN.) =   2.41    Tc(MIN.) =   10.75    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    203.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    203.00 TO NODE    203.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   169.00    ELEVATION DATA: UPSTREAM(FEET) =     85.70  DOWNSTREAM(FEET) =     82.73    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.659    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.108    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.66      0.30     0.200    36    5.66    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.22    TOTAL AREA(ACRES) =      0.66   PEAK FLOW RATE(CFS) =      1.22  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE    302.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.10  DOWNSTREAM(FEET) =    78.30 Page 11 MH01X2.RES    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   2.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.88    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.22    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    5.70    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE    302.00 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.22    5.70    2.100  0.30( 0.06) 0.20       0.7     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.23   10.75    1.459  0.30( 0.06) 0.20       0.8     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.17    5.70    2.100  0.30( 0.06) 0.20       1.1     300.00        2        2.07   10.75    1.459  0.30( 0.06) 0.20       1.5     200.00      TOTAL AREA(ACRES) =         1.5    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        2.17  Tc(MIN.) =    5.698    EFFECTIVE AREA(ACRES) =      1.11  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.30  DOWNSTREAM(FEET) =    77.90 Page 12 MH01X2.RES    FLOW LENGTH(FEET) =    88.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.45    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.17    PIPE TRAVEL TIME(MIN.) =   0.42    Tc(MIN.) =    6.12    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.17    6.12    2.015  0.30( 0.06) 0.20       1.1     300.00        2        2.07   11.18    1.427  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.31    6.60    1.930  0.30( 0.06) 0.20       4.0     106.00        2        7.32    6.78    1.900  0.30( 0.06) 0.20       4.1     104.00        3        7.03    7.84    1.749  0.30( 0.06) 0.20       4.3     102.00        4        6.95    7.99    1.729  0.30( 0.06) 0.20       4.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        9.26    6.12    2.015  0.30( 0.06) 0.20       4.8     300.00        2        9.47    6.60    1.930  0.30( 0.06) 0.20       5.1     106.00        3        9.48    6.78    1.900  0.30( 0.06) 0.20       5.2     104.00        4        9.16    7.84    1.749  0.30( 0.06) 0.20       5.5     102.00        5        9.08    7.99    1.729  0.30( 0.06) 0.20       5.5     100.00        6        7.76   11.18    1.427  0.30( 0.06) 0.20       5.8     200.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        9.48  Tc(MIN.) =    6.783    EFFECTIVE AREA(ACRES) =      5.22  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET. Page 13 MH01X2.RES  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      6.78    EFFECTIVE AREA(ACRES) =      5.22  AREA‐AVERAGED Fm(INCH/HR)=  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =       9.48    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        9.26    6.12    2.015  0.30( 0.06) 0.20       4.8     300.00        2        9.47    6.60    1.930  0.30( 0.06) 0.20       5.1     106.00        3        9.48    6.78    1.900  0.30( 0.06) 0.20       5.2     104.00        4        9.16    7.84    1.749  0.30( 0.06) 0.20       5.5     102.00        5        9.08    7.99    1.729  0.30( 0.06) 0.20       5.5     100.00        6        7.76   11.18    1.427  0.30( 0.06) 0.20       5.8     200.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 14 MH01X25.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q25 EXISTING                                                             *  *                                                                          *   **************************************************************************    FILE NAME: MH01X25.DAT                                           TIME/DATE OF STUDY: 16:08 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =   25.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01X25.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   109.00    ELEVATION DATA: UPSTREAM(FEET) =     86.60  DOWNSTREAM(FEET) =     83.63    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    56    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.41    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      1.41  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.70  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   266.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   5.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.19    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.41    PIPE TRAVEL TIME(MIN.) =   1.39    Tc(MIN.) =    6.39    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    103.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 2 MH01X25.RES  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    37.00    ELEVATION DATA: UPSTREAM(FEET) =     84.40  DOWNSTREAM(FEET) =     83.70    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.14      0.30     0.200    56    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.60    TOTAL AREA(ACRES) =      0.14   PEAK FLOW RATE(CFS) =      0.60  ****************************************************************************    FLOW PROCESS FROM NODE    103.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    82.60  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   235.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.11    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.60    PIPE TRAVEL TIME(MIN.) =   1.26    Tc(MIN.) =    6.26    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.26    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.248    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.91      0.30     0.200    56    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.91      SUBAREA RUNOFF(CFS) =    3.43    EFFECTIVE AREA(ACRES) =      1.05   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20 Page 3 MH01X25.RES    TOTAL AREA(ACRES) =        1.1       PEAK FLOW RATE(CFS) =       3.96  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.96    6.26    4.248  0.30( 0.06) 0.20       1.1     102.00    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.41    6.39    4.199  0.30( 0.06) 0.20       0.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.36    6.26    4.248  0.30( 0.06) 0.20       1.4     102.00        2        5.33    6.39    4.199  0.30( 0.06) 0.20       1.4     100.00      TOTAL AREA(ACRES) =         1.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        5.36  Tc(MIN.) =    6.260    EFFECTIVE AREA(ACRES) =      1.37  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.35  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   101.00   MANNING'S N =  0.013 Page 4 MH01X25.RES    DEPTH OF FLOW IN  21.0 INCH PIPE IS  12.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.46    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       5.36    PIPE TRAVEL TIME(MIN.) =   0.49    Tc(MIN.) =    6.75    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    105.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   127.00    ELEVATION DATA: UPSTREAM(FEET) =     85.90  DOWNSTREAM(FEET) =     83.43    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    56    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.41    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      1.41  ****************************************************************************    FLOW PROCESS FROM NODE    105.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.80  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   204.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.81    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.41    PIPE TRAVEL TIME(MIN.) =   0.89    Tc(MIN.) =    5.89 Page 5 MH01X25.RES    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.89    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.396    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.08      0.30     0.200    56    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.08      SUBAREA RUNOFF(CFS) =    4.21    EFFECTIVE AREA(ACRES) =      1.41   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4       PEAK FLOW RATE(CFS) =       5.50  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.50    5.89    4.396  0.30( 0.06) 0.20       1.4     104.00    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.36    6.75    4.071  0.30( 0.06) 0.20       1.4     102.00        2        5.33    6.88    4.027  0.30( 0.06) 0.20       1.4     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       10.56    5.89    4.396  0.30( 0.06) 0.20       2.6     104.00        2       10.45    6.75    4.071  0.30( 0.06) 0.20       2.8     102.00        3       10.36    6.88    4.027  0.30( 0.06) 0.20       2.8     100.00      TOTAL AREA(ACRES) =         2.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 6 MH01X25.RES    PEAK FLOW RATE(CFS) =       10.56  Tc(MIN.) =    5.891    EFFECTIVE AREA(ACRES) =      2.61  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.8    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.10  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =    56.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  11.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   8.88    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      10.56    PIPE TRAVEL TIME(MIN.) =   0.11    Tc(MIN.) =    6.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    106.00 TO NODE    107.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   153.00    ELEVATION DATA: UPSTREAM(FEET) =     86.30  DOWNSTREAM(FEET) =     83.33    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.331    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.652    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.) Page 7 MH01X25.RES    APARTMENTS                 B        0.24      0.30     0.200    56    5.33    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.99    TOTAL AREA(ACRES) =      0.24   PEAK FLOW RATE(CFS) =      0.99  ****************************************************************************    FLOW PROCESS FROM NODE    107.00 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.60  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =   155.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.41    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.99    PIPE TRAVEL TIME(MIN.) =   0.59    Tc(MIN.) =    5.92    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.92    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.385    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.24      0.30     0.200    56    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.24      SUBAREA RUNOFF(CFS) =    4.83    EFFECTIVE AREA(ACRES) =      1.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5       PEAK FLOW RATE(CFS) =       5.76  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER Page 8 MH01X25.RES     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.76    5.92    4.385  0.30( 0.06) 0.20       1.5     106.00    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       10.56    6.00    4.352  0.30( 0.06) 0.20       2.6     104.00        2       10.45    6.85    4.036  0.30( 0.06) 0.20       2.8     102.00        3       10.36    6.98    3.993  0.30( 0.06) 0.20       2.8     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       16.26    5.92    4.385  0.30( 0.06) 0.20       4.1     106.00        2       16.28    6.00    4.352  0.30( 0.06) 0.20       4.1     104.00        3       15.75    6.85    4.036  0.30( 0.06) 0.20       4.3     102.00        4       15.60    6.98    3.993  0.30( 0.06) 0.20       4.3     100.00      TOTAL AREA(ACRES) =         4.3    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       16.28  Tc(MIN.) =    5.997    EFFECTIVE AREA(ACRES) =      4.09  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        4.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.00  DOWNSTREAM(FEET) =    77.90    FLOW LENGTH(FEET) =   169.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  24.0 INCH PIPE IS  18.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.42    ESTIMATED PIPE DIAMETER(INCH) =  24.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      16.28    PIPE TRAVEL TIME(MIN.) =   0.44    Tc(MIN.) =    6.44    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET. Page 9 MH01X25.RES  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   348.00    ELEVATION DATA: UPSTREAM(FEET) =     86.10  DOWNSTREAM(FEET) =     82.30    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.309    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.619    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.84      0.30     0.200    56    8.31    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      2.69    TOTAL AREA(ACRES) =      0.84   PEAK FLOW RATE(CFS) =      2.69  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE    202.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.40  DOWNSTREAM(FEET) =    78.80    FLOW LENGTH(FEET) =    12.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   8.68    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.69    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =    8.33    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    202.00 =     360.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    202.00 TO NODE    203.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 10 MH01X25.RES    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.80  DOWNSTREAM(FEET) =    78.30    FLOW LENGTH(FEET) =   298.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  10.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.52    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.69    PIPE TRAVEL TIME(MIN.) =   1.97    Tc(MIN.) =   10.30    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    203.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    203.00 TO NODE    203.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   169.00    ELEVATION DATA: UPSTREAM(FEET) =     85.70  DOWNSTREAM(FEET) =     82.73    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.659    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.497    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.66      0.30     0.200    56    5.66    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      2.64    TOTAL AREA(ACRES) =      0.66   PEAK FLOW RATE(CFS) =      2.64  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE    302.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.10  DOWNSTREAM(FEET) =    78.30    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.1 INCHES Page 11 MH01X25.RES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   8.63    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.64    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    5.69    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE    302.00 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.64    5.69    4.484  0.30( 0.06) 0.20       0.7     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.69   10.30    3.204  0.30( 0.06) 0.20       0.8     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.73    5.69    4.484  0.30( 0.06) 0.20       1.1     300.00        2        4.56   10.30    3.204  0.30( 0.06) 0.20       1.5     200.00      TOTAL AREA(ACRES) =         1.5    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        4.73  Tc(MIN.) =    5.690    EFFECTIVE AREA(ACRES) =      1.12  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.30  DOWNSTREAM(FEET) =    77.90    FLOW LENGTH(FEET) =    88.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  10.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.21 Page 12 MH01X25.RES    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.73    PIPE TRAVEL TIME(MIN.) =   0.35    Tc(MIN.) =    6.04    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.73    6.04    4.335  0.30( 0.06) 0.20       1.1     300.00        2        4.56   10.65    3.144  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       16.26    6.36    4.211  0.30( 0.06) 0.20       4.1     106.00        2       16.28    6.44    4.182  0.30( 0.06) 0.20       4.1     104.00        3       15.75    7.29    3.896  0.30( 0.06) 0.20       4.3     102.00        4       15.60    7.42    3.857  0.30( 0.06) 0.20       4.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       20.64    6.04    4.335  0.30( 0.06) 0.20       5.0     300.00        2       20.98    6.36    4.211  0.30( 0.06) 0.20       5.2     106.00        3       20.99    6.44    4.182  0.30( 0.06) 0.20       5.2     104.00        4       20.43    7.29    3.896  0.30( 0.06) 0.20       5.5     102.00        5       20.28    7.42    3.857  0.30( 0.06) 0.20       5.5     100.00        6       17.23   10.65    3.144  0.30( 0.06) 0.20       5.8     200.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       20.99  Tc(MIN.) =    6.435    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      6.44    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR)=  0.06 Page 13 MH01X25.RES    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =      20.99    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       20.64    6.04    4.335  0.30( 0.06) 0.20       5.0     300.00        2       20.98    6.36    4.211  0.30( 0.06) 0.20       5.2     106.00        3       20.99    6.44    4.182  0.30( 0.06) 0.20       5.2     104.00        4       20.43    7.29    3.896  0.30( 0.06) 0.20       5.5     102.00        5       20.28    7.42    3.857  0.30( 0.06) 0.20       5.5     100.00        6       17.23   10.65    3.144  0.30( 0.06) 0.20       5.8     200.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 14 MH01X100.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q100 EXISTING                                                            *  *                                                                          *   **************************************************************************    FILE NAME: MH01X100.DAT                                          TIME/DATE OF STUDY: 16:09 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01X100.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   109.00    ELEVATION DATA: UPSTREAM(FEET) =     86.60  DOWNSTREAM(FEET) =     83.63    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    76    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.82    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      1.82  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.70  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   266.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.44    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.82    PIPE TRAVEL TIME(MIN.) =   1.29    Tc(MIN.) =    6.29    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    102.00 TO NODE    103.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 2 MH01X100.RES  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    37.00    ELEVATION DATA: UPSTREAM(FEET) =     84.40  DOWNSTREAM(FEET) =     83.70    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.14      0.30     0.200    76    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.77    TOTAL AREA(ACRES) =      0.14   PEAK FLOW RATE(CFS) =      0.77  ****************************************************************************    FLOW PROCESS FROM NODE    103.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    82.60  DOWNSTREAM(FEET) =    80.35    FLOW LENGTH(FEET) =   235.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.34    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.77    PIPE TRAVEL TIME(MIN.) =   1.17    Tc(MIN.) =    6.17    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.17    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.484    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.91      0.30     0.200    76    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.91      SUBAREA RUNOFF(CFS) =    4.44    EFFECTIVE AREA(ACRES) =      1.05   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20 Page 3 MH01X100.RES    TOTAL AREA(ACRES) =        1.1       PEAK FLOW RATE(CFS) =       5.13  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.13    6.17    5.484  0.30( 0.06) 0.20       1.1     102.00    LONGEST FLOWPATH FROM NODE    102.00 TO NODE      1.10 =     272.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.82    6.29    5.425  0.30( 0.06) 0.20       0.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.93    6.17    5.484  0.30( 0.06) 0.20       1.4     102.00        2        6.89    6.29    5.425  0.30( 0.06) 0.20       1.4     100.00      TOTAL AREA(ACRES) =         1.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        6.93  Tc(MIN.) =    6.171    EFFECTIVE AREA(ACRES) =      1.37  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     375.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.35  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   101.00   MANNING'S N =  0.013 Page 4 MH01X100.RES    DEPTH OF FLOW IN  21.0 INCH PIPE IS  15.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.62    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.93    PIPE TRAVEL TIME(MIN.) =   0.47    Tc(MIN.) =    6.64    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    104.00 TO NODE    105.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   127.00    ELEVATION DATA: UPSTREAM(FEET) =     85.90  DOWNSTREAM(FEET) =     83.43    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.33      0.30     0.200    76    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.82    TOTAL AREA(ACRES) =      0.33   PEAK FLOW RATE(CFS) =      1.82  ****************************************************************************    FLOW PROCESS FROM NODE    105.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.80  DOWNSTREAM(FEET) =    80.10    FLOW LENGTH(FEET) =   204.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   5.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.11    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.82    PIPE TRAVEL TIME(MIN.) =   0.83    Tc(MIN.) =    5.83 Page 5 MH01X100.RES    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.83    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.667    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.08      0.30     0.200    76    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.08      SUBAREA RUNOFF(CFS) =    5.45    EFFECTIVE AREA(ACRES) =      1.41   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.4       PEAK FLOW RATE(CFS) =       7.12  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.12    5.83    5.667  0.30( 0.06) 0.20       1.4     104.00    LONGEST FLOWPATH FROM NODE    104.00 TO NODE      1.20 =     331.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.93    6.64    5.261  0.30( 0.06) 0.20       1.4     102.00        2        6.89    6.76    5.207  0.30( 0.06) 0.20       1.4     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       13.68    5.83    5.667  0.30( 0.06) 0.20       2.6     104.00        2       13.53    6.64    5.261  0.30( 0.06) 0.20       2.8     102.00        3       13.42    6.76    5.207  0.30( 0.06) 0.20       2.8     100.00      TOTAL AREA(ACRES) =         2.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 6 MH01X100.RES    PEAK FLOW RATE(CFS) =       13.68  Tc(MIN.) =    5.828    EFFECTIVE AREA(ACRES) =      2.62  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.8    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     476.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    80.10  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =    56.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  14.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   9.24    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      13.68    PIPE TRAVEL TIME(MIN.) =   0.10    Tc(MIN.) =    5.93    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    106.00 TO NODE    107.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   153.00    ELEVATION DATA: UPSTREAM(FEET) =     86.30  DOWNSTREAM(FEET) =     83.33    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.331    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.964    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.) Page 7 MH01X100.RES    APARTMENTS                 B        0.24      0.30     0.200    76    5.33    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.28    TOTAL AREA(ACRES) =      0.24   PEAK FLOW RATE(CFS) =      1.28  ****************************************************************************    FLOW PROCESS FROM NODE    107.00 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.60  DOWNSTREAM(FEET) =    79.00    FLOW LENGTH(FEET) =   155.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   3.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.74    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.28    PIPE TRAVEL TIME(MIN.) =   0.54    Tc(MIN.) =    5.88    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.88    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.641    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        1.24      0.30     0.200    76    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    1.24      SUBAREA RUNOFF(CFS) =    6.23    EFFECTIVE AREA(ACRES) =      1.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5       PEAK FLOW RATE(CFS) =       7.43  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER Page 8 MH01X100.RES     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.43    5.88    5.641  0.30( 0.06) 0.20       1.5     106.00    LONGEST FLOWPATH FROM NODE    106.00 TO NODE      1.30 =     308.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       13.68    5.93    5.612  0.30( 0.06) 0.20       2.6     104.00        2       13.53    6.74    5.215  0.30( 0.06) 0.20       2.8     102.00        3       13.42    6.86    5.163  0.30( 0.06) 0.20       2.8     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       21.06    5.88    5.641  0.30( 0.06) 0.20       4.1     106.00        2       21.07    5.93    5.612  0.30( 0.06) 0.20       4.1     104.00        3       20.40    6.74    5.215  0.30( 0.06) 0.20       4.3     102.00        4       20.22    6.86    5.163  0.30( 0.06) 0.20       4.3     100.00      TOTAL AREA(ACRES) =         4.3    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       21.07  Tc(MIN.) =    5.929    EFFECTIVE AREA(ACRES) =      4.10  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        4.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     532.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.00  DOWNSTREAM(FEET) =    77.90    FLOW LENGTH(FEET) =   169.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  27.0 INCH PIPE IS  19.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.90    ESTIMATED PIPE DIAMETER(INCH) =  27.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      21.07    PIPE TRAVEL TIME(MIN.) =   0.41    Tc(MIN.) =    6.34    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET. Page 9 MH01X100.RES  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   348.00    ELEVATION DATA: UPSTREAM(FEET) =     86.10  DOWNSTREAM(FEET) =     82.30    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.309    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.625    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.84      0.30     0.200    76    8.31    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      3.45    TOTAL AREA(ACRES) =      0.84   PEAK FLOW RATE(CFS) =      3.45  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE    202.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.40  DOWNSTREAM(FEET) =    78.80    FLOW LENGTH(FEET) =    12.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   9.33    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.45    PIPE TRAVEL TIME(MIN.) =   0.02    Tc(MIN.) =    8.33    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    202.00 =     360.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    202.00 TO NODE    203.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 10 MH01X100.RES    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.80  DOWNSTREAM(FEET) =    78.30    FLOW LENGTH(FEET) =   298.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  12.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.65    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.45    PIPE TRAVEL TIME(MIN.) =   1.88    Tc(MIN.) =   10.21    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    203.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    203.00 TO NODE    203.00 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   169.00    ELEVATION DATA: UPSTREAM(FEET) =     85.70  DOWNSTREAM(FEET) =     82.73    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.659    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.764    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.66      0.30     0.200    76    5.66    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      3.39    TOTAL AREA(ACRES) =      0.66   PEAK FLOW RATE(CFS) =      3.39  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE    302.00 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.10  DOWNSTREAM(FEET) =    78.30    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.7 INCHES Page 11 MH01X100.RES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   9.28    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.39    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    5.69    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE    302.00 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.39    5.69    5.747  0.30( 0.06) 0.20       0.7     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE    302.00 =     185.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.45   10.21    4.111  0.30( 0.06) 0.20       0.8     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.09    5.69    5.747  0.30( 0.06) 0.20       1.1     300.00        2        5.86   10.21    4.111  0.30( 0.06) 0.20       1.5     200.00      TOTAL AREA(ACRES) =         1.5    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        6.09  Tc(MIN.) =    5.688    EFFECTIVE AREA(ACRES) =      1.13  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        1.5    LONGEST FLOWPATH FROM NODE    200.00 TO NODE    302.00 =     658.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE    302.00 TO NODE      1.40 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.30  DOWNSTREAM(FEET) =    77.90    FLOW LENGTH(FEET) =    88.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  13.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.41 Page 12 MH01X100.RES    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.09    PIPE TRAVEL TIME(MIN.) =   0.33    Tc(MIN.) =    6.02    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.40 TO NODE      1.40 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.09    6.02    5.563  0.30( 0.06) 0.20       1.1     300.00        2        5.86   10.54    4.036  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       21.06    6.28    5.428  0.30( 0.06) 0.20       4.1     106.00        2       21.07    6.34    5.401  0.30( 0.06) 0.20       4.1     104.00        3       20.40    7.15    5.041  0.30( 0.06) 0.20       4.3     102.00        4       20.22    7.27    4.993  0.30( 0.06) 0.20       4.3     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.40 =     701.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       26.77    6.02    5.563  0.30( 0.06) 0.20       5.0     300.00        2       27.13    6.28    5.428  0.30( 0.06) 0.20       5.2     106.00        3       27.15    6.34    5.401  0.30( 0.06) 0.20       5.3     104.00        4       26.43    7.15    5.041  0.30( 0.06) 0.20       5.5     102.00        5       26.24    7.27    4.993  0.30( 0.06) 0.20       5.5     100.00        6       22.16   10.54    4.036  0.30( 0.06) 0.20       5.8     200.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       27.15  Tc(MIN.) =    6.338    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.40 =     746.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      6.34    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR)=  0.06 Page 13 MH01X100.RES    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =      27.15    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       26.77    6.02    5.563  0.30( 0.06) 0.20       5.0     300.00        2       27.13    6.28    5.428  0.30( 0.06) 0.20       5.2     106.00        3       27.15    6.34    5.401  0.30( 0.06) 0.20       5.3     104.00        4       26.43    7.15    5.041  0.30( 0.06) 0.20       5.5     102.00        5       26.24    7.27    4.993  0.30( 0.06) 0.20       5.5     100.00        6       22.16   10.54    4.036  0.30( 0.06) 0.20       5.8     200.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 14 Proposed 2, 25 & 100-Year Hydrology Calculations MH01P2.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q2 PROPOSED                                                              *  *                                                                          *   **************************************************************************    FILE NAME: MH01P2.DAT                                            TIME/DATE OF STUDY: 16:05 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =    2.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01P2.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    46.00    ELEVATION DATA: UPSTREAM(FEET) =     86.63  DOWNSTREAM(FEET) =     85.79    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.17      0.30     0.200    36    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.34    TOTAL AREA(ACRES) =      0.17   PEAK FLOW RATE(CFS) =      0.34  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.18      0.30     0.200    36    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.36    EFFECTIVE AREA(ACRES) =      0.35   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       0.69  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS Page 2 MH01P2.RES         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.13      0.30     0.200    36    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.13      SUBAREA RUNOFF(CFS) =    0.26    EFFECTIVE AREA(ACRES) =      0.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       0.95  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.04  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =   263.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   4.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.71    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.95    PIPE TRAVEL TIME(MIN.) =   1.62    Tc(MIN.) =    6.62    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   241.00    ELEVATION DATA: UPSTREAM(FEET) =     87.19  DOWNSTREAM(FEET) =     85.28    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.648    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.774    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.47      0.30     0.200    36    7.65    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30 Page 3 MH01P2.RES    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      2.27    TOTAL AREA(ACRES) =      1.47   PEAK FLOW RATE(CFS) =      2.27  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.99  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.93    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.27    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =    7.72    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.27    7.72    1.765  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        0.95    6.62    1.927  0.30( 0.06) 0.20       0.5     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.08    6.62    1.927  0.30( 0.06) 0.20       1.7     100.00        2        3.14    7.72    1.765  0.30( 0.06) 0.20       2.0     200.00      TOTAL AREA(ACRES) =         2.0    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        3.14  Tc(MIN.) =    7.716    EFFECTIVE AREA(ACRES) =      1.95  AREA‐AVERAGED Fm(INCH/HR) =  0.06 Page 4 MH01P2.RES    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.0    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.89  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =   236.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   8.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.65    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.14    PIPE TRAVEL TIME(MIN.) =   1.08    Tc(MIN.) =    8.79    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   271.00    ELEVATION DATA: UPSTREAM(FEET) =     87.07  DOWNSTREAM(FEET) =     85.48    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.512    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.668    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.39      0.30     0.200    36    8.51 Page 5 MH01P2.RES    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      2.01    TOTAL AREA(ACRES) =      1.39   PEAK FLOW RATE(CFS) =      2.01  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.98  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =    14.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   7.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.86    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.01    PIPE TRAVEL TIME(MIN.) =   0.08    Tc(MIN.) =    8.59    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.01    8.59    1.659  0.30( 0.06) 0.20       1.4     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.08    7.71    1.766  0.30( 0.06) 0.20       1.7     100.00        2        3.14    8.79    1.637  0.30( 0.06) 0.20       2.0     200.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.01    7.71    1.766  0.30( 0.06) 0.20       3.0     100.00        2        5.14    8.59    1.659  0.30( 0.06) 0.20       3.3     300.00        3        5.12    8.79    1.637  0.30( 0.06) 0.20       3.3     200.00      TOTAL AREA(ACRES) =         3.3 Page 6 MH01P2.RES    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        5.14  Tc(MIN.) =    8.594    EFFECTIVE AREA(ACRES) =      3.30  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        3.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.94  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =    17.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   9.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.53    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       5.14    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    8.65    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    400.00 TO NODE    401.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   263.00    ELEVATION DATA: UPSTREAM(FEET) =     87.64  DOWNSTREAM(FEET) =     85.60    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.954    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.734    SUBAREA Tc AND LOSS RATE DATA(AMC  I ): Page 7 MH01P2.RES     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.10      0.30     0.200    36    7.95    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      1.66    TOTAL AREA(ACRES) =      1.10   PEAK FLOW RATE(CFS) =      1.66  ****************************************************************************    FLOW PROCESS FROM NODE    401.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.74  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =   327.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   5.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.74    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.66    PIPE TRAVEL TIME(MIN.) =   1.46    Tc(MIN.) =    9.41    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    500.00 TO NODE    501.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   352.00    ELEVATION DATA: UPSTREAM(FEET) =     86.87  DOWNSTREAM(FEET) =     85.15    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    9.803    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.538    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.33      0.30     0.200    36    9.80    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200 Page 8 MH01P2.RES    SUBAREA RUNOFF(CFS) =      1.77    TOTAL AREA(ACRES) =      1.33   PEAK FLOW RATE(CFS) =      1.77  ****************************************************************************    FLOW PROCESS FROM NODE    501.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.56  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =    15.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   5.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.76    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.77    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =    9.87    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.77    9.87    1.532  0.30( 0.06) 0.20       1.3     500.00    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        1.66    9.41    1.574  0.30( 0.06) 0.20       1.1     400.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.39    9.41    1.574  0.30( 0.06) 0.20       2.4     400.00        2        3.38    9.87    1.532  0.30( 0.06) 0.20       2.4     500.00      TOTAL AREA(ACRES) =         2.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        3.39  Tc(MIN.) =    9.412    EFFECTIVE AREA(ACRES) =      2.37  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20 Page 9 MH01P2.RES    TOTAL AREA(ACRES) =        2.4    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.46  DOWNSTREAM(FEET) =    79.39    FLOW LENGTH(FEET) =    11.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   8.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.41    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.39    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    9.45    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.20 =     601.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.39  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =   301.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  11.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.83    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.39    PIPE TRAVEL TIME(MIN.) =   1.77    Tc(MIN.) =   11.22    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.39   11.22    1.423  0.30( 0.06) 0.20       2.4     400.00        2        3.38   11.68    1.391  0.30( 0.06) 0.20       2.4     500.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA ** Page 10 MH01P2.RES     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.01    7.76    1.759  0.30( 0.06) 0.20       3.0     100.00        2        5.14    8.65    1.653  0.30( 0.06) 0.20       3.3     300.00        3        5.12    8.85    1.632  0.30( 0.06) 0.20       3.3     200.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.93    7.76    1.759  0.30( 0.06) 0.20       4.6     100.00        2        8.19    8.65    1.653  0.30( 0.06) 0.20       5.1     300.00        3        8.20    8.85    1.632  0.30( 0.06) 0.20       5.2     200.00        4        7.83   11.22    1.423  0.30( 0.06) 0.20       5.7     400.00        5        7.72   11.68    1.391  0.30( 0.06) 0.20       5.8     500.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        8.20  Tc(MIN.) =    8.846    EFFECTIVE AREA(ACRES) =      5.21  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      8.85    EFFECTIVE AREA(ACRES) =      5.21  AREA‐AVERAGED Fm(INCH/HR)=  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =       8.20    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.93    7.76    1.759  0.30( 0.06) 0.20       4.6     100.00        2        8.19    8.65    1.653  0.30( 0.06) 0.20       5.1     300.00        3        8.20    8.85    1.632  0.30( 0.06) 0.20       5.2     200.00        4        7.83   11.22    1.423  0.30( 0.06) 0.20       5.7     400.00        5        7.72   11.68    1.391  0.30( 0.06) 0.20       5.8     500.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 11 MH01P25.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q25 PROPOSED                                                             *  *                                                                          *   **************************************************************************    FILE NAME: MH01P25.DAT                                           TIME/DATE OF STUDY: 16:10 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =   25.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01P25.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    46.00    ELEVATION DATA: UPSTREAM(FEET) =     86.63  DOWNSTREAM(FEET) =     85.79    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.17      0.30     0.200    56    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.73    TOTAL AREA(ACRES) =      0.17   PEAK FLOW RATE(CFS) =      0.73  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.18      0.30     0.200    56    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.77    EFFECTIVE AREA(ACRES) =      0.35   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       1.50  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS Page 2 MH01P25.RES         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.13      0.30     0.200    56    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.13      SUBAREA RUNOFF(CFS) =    0.56    EFFECTIVE AREA(ACRES) =      0.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       2.06  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.04  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =   263.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   6.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.36    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.06    PIPE TRAVEL TIME(MIN.) =   1.30    Tc(MIN.) =    6.30    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   241.00    ELEVATION DATA: UPSTREAM(FEET) =     87.19  DOWNSTREAM(FEET) =     85.28    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.648    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.792    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.47      0.30     0.200    56    7.65    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30 Page 3 MH01P25.RES    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      4.94    TOTAL AREA(ACRES) =      1.47   PEAK FLOW RATE(CFS) =      4.94  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.99  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS  10.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.81    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.94    PIPE TRAVEL TIME(MIN.) =   0.06    Tc(MIN.) =    7.70    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.94    7.70    3.777  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.06    6.30    4.231  0.30( 0.06) 0.20       0.5     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.59    6.30    4.231  0.30( 0.06) 0.20       1.7     100.00        2        6.77    7.70    3.777  0.30( 0.06) 0.20       2.0     200.00      TOTAL AREA(ACRES) =         2.0    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        6.77  Tc(MIN.) =    7.703    EFFECTIVE AREA(ACRES) =      1.95  AREA‐AVERAGED Fm(INCH/HR) =  0.06 Page 4 MH01P25.RES    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.0    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.89  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =   236.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  12.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.39    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.77    PIPE TRAVEL TIME(MIN.) =   0.90    Tc(MIN.) =    8.60    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   271.00    ELEVATION DATA: UPSTREAM(FEET) =     87.07  DOWNSTREAM(FEET) =     85.48    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.512    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.569    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.39      0.30     0.200    56    8.51    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30 Page 5 MH01P25.RES    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      4.39    TOTAL AREA(ACRES) =      1.39   PEAK FLOW RATE(CFS) =      4.39  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.98  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =    14.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  12.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.44    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.39    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =    8.58    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.39    8.58    3.553  0.30( 0.06) 0.20       1.4     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.59    7.20    3.923  0.30( 0.06) 0.20       1.7     100.00        2        6.77    8.60    3.549  0.30( 0.06) 0.20       2.0     200.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       10.67    7.20    3.923  0.30( 0.06) 0.20       2.8     100.00        2       11.16    8.58    3.553  0.30( 0.06) 0.20       3.3     300.00        3       11.16    8.60    3.549  0.30( 0.06) 0.20       3.3     200.00      TOTAL AREA(ACRES) =         3.3    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       11.16  Tc(MIN.) =    8.580 Page 6 MH01P25.RES    EFFECTIVE AREA(ACRES) =      3.34  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        3.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.94  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =    17.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  13.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.65    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      11.16    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    8.62    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    400.00 TO NODE    401.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   263.00    ELEVATION DATA: UPSTREAM(FEET) =     87.64  DOWNSTREAM(FEET) =     85.60    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.954    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.709    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.10      0.30     0.200    56    7.95 Page 7 MH01P25.RES    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      3.61    TOTAL AREA(ACRES) =      1.10   PEAK FLOW RATE(CFS) =      3.61  ****************************************************************************    FLOW PROCESS FROM NODE    401.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.74  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =   327.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   8.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.63    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.61    PIPE TRAVEL TIME(MIN.) =   1.18    Tc(MIN.) =    9.13    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    500.00 TO NODE    501.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   352.00    ELEVATION DATA: UPSTREAM(FEET) =     86.87  DOWNSTREAM(FEET) =     85.15    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    9.803    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.295    SUBAREA Tc AND LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.33      0.30     0.200    56    9.80    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      3.87    TOTAL AREA(ACRES) =      1.33   PEAK FLOW RATE(CFS) =      3.87 Page 8 MH01P25.RES  ****************************************************************************    FLOW PROCESS FROM NODE    501.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.56  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =    15.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   8.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.64    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       3.87    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    9.86    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.87    9.86    3.285  0.30( 0.06) 0.20       1.3     500.00    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        3.61    9.13    3.431  0.30( 0.06) 0.20       1.1     400.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.36    9.13    3.431  0.30( 0.06) 0.20       2.3     400.00        2        7.33    9.86    3.285  0.30( 0.06) 0.20       2.4     500.00      TOTAL AREA(ACRES) =         2.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        7.36  Tc(MIN.) =    9.130    EFFECTIVE AREA(ACRES) =      2.33  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.4    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET. Page 9 MH01P25.RES  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.46  DOWNSTREAM(FEET) =    79.39    FLOW LENGTH(FEET) =    11.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  13.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.23    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       7.36    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    9.17    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.20 =     601.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.39  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =   301.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  24.0 INCH PIPE IS  15.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.44    ESTIMATED PIPE DIAMETER(INCH) =  24.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       7.36    PIPE TRAVEL TIME(MIN.) =   1.46    Tc(MIN.) =   10.62    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        7.36   10.62    3.149  0.30( 0.06) 0.20       2.3     400.00        2        7.33   11.35    3.033  0.30( 0.06) 0.20       2.4     500.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       10.67    7.25    3.910  0.30( 0.06) 0.20       2.8     100.00        2       11.16    8.62    3.543  0.30( 0.06) 0.20       3.3     300.00 Page 10 MH01P25.RES        3       11.16    8.64    3.539  0.30( 0.06) 0.20       3.3     200.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       16.93    7.25    3.910  0.30( 0.06) 0.20       4.4     100.00        2       17.90    8.62    3.543  0.30( 0.06) 0.20       5.2     300.00        3       17.90    8.64    3.539  0.30( 0.06) 0.20       5.2     200.00        4       17.27   10.62    3.149  0.30( 0.06) 0.20       5.7     400.00        5       16.86   11.35    3.033  0.30( 0.06) 0.20       5.8     500.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       17.90  Tc(MIN.) =    8.641    EFFECTIVE AREA(ACRES) =      5.24  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      8.64    EFFECTIVE AREA(ACRES) =      5.24  AREA‐AVERAGED Fm(INCH/HR)=  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =      17.90    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       16.93    7.25    3.910  0.30( 0.06) 0.20       4.4     100.00        2       17.90    8.62    3.543  0.30( 0.06) 0.20       5.2     300.00        3       17.90    8.64    3.539  0.30( 0.06) 0.20       5.2     200.00        4       17.27   10.62    3.149  0.30( 0.06) 0.20       5.7     400.00        5       16.86   11.35    3.033  0.30( 0.06) 0.20       5.8     500.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 11 MH01P100.RES  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2014 Advanced Engineering Software (aes)               Ver. 21.0  Release Date: 06/01/2014  License ID 1580                             Analysis prepared by:                                                                                                                                                                                                                                                                                                                           ************************** DESCRIPTION OF STUDY **************************  * MARINER SQUARE, TTM 18135                                                *  * Q100 PROPOSED                                                            *  *                                                                          *   **************************************************************************    FILE NAME: MH01P100.DAT                                          TIME/DATE OF STUDY: 16:11 03/30/2018  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =  18.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*    *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*       HALF‐  CROWN TO   STREET‐CROSSFALL:   CURB  GUTTER‐GEOMETRIES:  MANNING       WIDTH  CROSSFALL  IN‐  / OUT‐/PARK‐  HEIGHT  WIDTH  LIP   HIKE  FACTOR  NO.   (FT)     (FT)    SIDE / SIDE/ WAY    (FT)    (FT)  (FT)  (FT)    (n)  ===  =====  =========  =================  ======  ===== ====== ===== =======    1   30.0     20.0    0.018/0.018/0.020   0.67    2.00 0.0313 0.167 0.0150    GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:      1. Relative Flow‐Depth =  0.00 FEET         as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)      2. (Depth)*(Velocity) Constraint =  6.0 (FT*FT/S)    *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN     OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*    *USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Page 1 MH01P100.RES  ****************************************************************************    FLOW PROCESS FROM NODE    100.00 TO NODE    101.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    46.00    ELEVATION DATA: UPSTREAM(FEET) =     86.63  DOWNSTREAM(FEET) =     85.79    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        0.17      0.30     0.200    76    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      0.94    TOTAL AREA(ACRES) =      0.17   PEAK FLOW RATE(CFS) =      0.94  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.18      0.30     0.200    76    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.99    EFFECTIVE AREA(ACRES) =      0.35   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       1.93  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE    101.00 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS Page 2 MH01P100.RES         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    APARTMENTS                 B        0.13      0.30     0.200    76    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA AREA(ACRES) =    0.13      SUBAREA RUNOFF(CFS) =    0.72    EFFECTIVE AREA(ACRES) =      0.48   AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       2.65  ****************************************************************************    FLOW PROCESS FROM NODE    101.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.04  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =   263.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   7.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.59    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.65    PIPE TRAVEL TIME(MIN.) =   1.22    Tc(MIN.) =    6.22    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    200.00 TO NODE    201.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   241.00    ELEVATION DATA: UPSTREAM(FEET) =     87.19  DOWNSTREAM(FEET) =     85.28    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.648    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.850    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.47      0.30     0.200    76    7.65    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30 Page 3 MH01P100.RES    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      6.34    TOTAL AREA(ACRES) =      1.47   PEAK FLOW RATE(CFS) =      6.34  ****************************************************************************    FLOW PROCESS FROM NODE    201.00 TO NODE      1.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.99  DOWNSTREAM(FEET) =    79.89    FLOW LENGTH(FEET) =    16.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  18.0 INCH PIPE IS  12.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.07    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       6.34    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    7.70    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        6.34    7.70    4.831  0.30( 0.06) 0.20       1.5     200.00    LONGEST FLOWPATH FROM NODE    200.00 TO NODE      1.10 =     257.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        2.65    6.22    5.460  0.30( 0.06) 0.20       0.5     100.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        8.44    6.22    5.460  0.30( 0.06) 0.20       1.7     100.00        2        8.68    7.70    4.831  0.30( 0.06) 0.20       2.0     200.00      TOTAL AREA(ACRES) =         2.0    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        8.68  Tc(MIN.) =    7.701    EFFECTIVE AREA(ACRES) =      1.95  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20 Page 4 MH01P100.RES    TOTAL AREA(ACRES) =        2.0    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.10 =     309.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.10 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.10 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.89  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =   236.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  15.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.60    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       8.68    PIPE TRAVEL TIME(MIN.) =   0.85    Tc(MIN.) =    8.56    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    300.00 TO NODE    301.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   271.00    ELEVATION DATA: UPSTREAM(FEET) =     87.07  DOWNSTREAM(FEET) =     85.48    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.512    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.561    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.39      0.30     0.200    76    8.51    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200 Page 5 MH01P100.RES    SUBAREA RUNOFF(CFS) =      5.63    TOTAL AREA(ACRES) =      1.39   PEAK FLOW RATE(CFS) =      5.63  ****************************************************************************    FLOW PROCESS FROM NODE    301.00 TO NODE      1.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.98  DOWNSTREAM(FEET) =    78.94    FLOW LENGTH(FEET) =    14.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  12.7 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.69    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       5.63    PIPE TRAVEL TIME(MIN.) =   0.06    Tc(MIN.) =    8.58    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        5.63    8.58    4.542  0.30( 0.06) 0.20       1.4     300.00    LONGEST FLOWPATH FROM NODE    300.00 TO NODE      1.20 =     285.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        8.44    7.08    5.070  0.30( 0.06) 0.20       1.7     100.00        2        8.68    8.56    4.548  0.30( 0.06) 0.20       2.0     200.00    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       13.64    7.08    5.070  0.30( 0.06) 0.20       2.8     100.00        2       14.30    8.56    4.548  0.30( 0.06) 0.20       3.3     200.00        3       14.30    8.58    4.542  0.30( 0.06) 0.20       3.3     300.00      TOTAL AREA(ACRES) =         3.3    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       14.30  Tc(MIN.) =    8.555    EFFECTIVE AREA(ACRES) =      3.34  AREA‐AVERAGED Fm(INCH/HR) =  0.06 Page 6 MH01P100.RES    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        3.3    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.20 =     545.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.20 IS CODE =  12  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CLEAR MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE      1.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    78.94  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =    17.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  17.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   6.87    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =      14.30    PIPE TRAVEL TIME(MIN.) =   0.04    Tc(MIN.) =    8.60    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    400.00 TO NODE    401.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   263.00    ELEVATION DATA: UPSTREAM(FEET) =     87.64  DOWNSTREAM(FEET) =     85.60    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.954    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.742    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.10      0.30     0.200    76    7.95    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30 Page 7 MH01P100.RES    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      4.64    TOTAL AREA(ACRES) =      1.10   PEAK FLOW RATE(CFS) =      4.64  ****************************************************************************    FLOW PROCESS FROM NODE    401.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    81.74  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =   327.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS   9.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.93    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.64    PIPE TRAVEL TIME(MIN.) =   1.11    Tc(MIN.) =    9.06    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  10  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<  ============================================================================  ****************************************************************************    FLOW PROCESS FROM NODE    500.00 TO NODE    501.00 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   352.00    ELEVATION DATA: UPSTREAM(FEET) =     86.87  DOWNSTREAM(FEET) =     85.15    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    9.803    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.207    SUBAREA Tc AND LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    APARTMENTS                 B        1.33      0.30     0.200    76    9.80    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.30    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.200    SUBAREA RUNOFF(CFS) =      4.96    TOTAL AREA(ACRES) =      1.33   PEAK FLOW RATE(CFS) =      4.96  **************************************************************************** Page 8 MH01P100.RES    FLOW PROCESS FROM NODE    501.00 TO NODE      2.10 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.56  DOWNSTREAM(FEET) =    79.46    FLOW LENGTH(FEET) =    15.00   MANNING'S N =  0.013    ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000    DEPTH OF FLOW IN  18.0 INCH PIPE IS  10.0 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.93    ESTIMATED PIPE DIAMETER(INCH) =  18.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       4.96    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    9.85    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.10 TO NODE      2.10 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.96    9.85    4.194  0.30( 0.06) 0.20       1.3     500.00    LONGEST FLOWPATH FROM NODE    500.00 TO NODE      2.10 =     367.00 FEET.    ** MEMORY BANK #  2 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        4.64    9.06    4.401  0.30( 0.06) 0.20       1.1     400.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        9.43    9.06    4.401  0.30( 0.06) 0.20       2.3     400.00        2        9.38    9.85    4.194  0.30( 0.06) 0.20       2.4     500.00      TOTAL AREA(ACRES) =         2.4    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =        9.43  Tc(MIN.) =    9.059    EFFECTIVE AREA(ACRES) =      2.32  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        2.4    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.10 =     590.00 FEET.  **************************************************************************** Page 9 MH01P100.RES    FLOW PROCESS FROM NODE      2.10 TO NODE      2.20 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.46  DOWNSTREAM(FEET) =    79.39    FLOW LENGTH(FEET) =    11.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  21.0 INCH PIPE IS  13.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   5.65    ESTIMATED PIPE DIAMETER(INCH) =  21.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       9.43    PIPE TRAVEL TIME(MIN.) =   0.03    Tc(MIN.) =    9.09    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      2.20 =     601.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      2.20 TO NODE      1.30 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =    79.39  DOWNSTREAM(FEET) =    78.79    FLOW LENGTH(FEET) =   301.00   MANNING'S N =  0.013    DEPTH OF FLOW IN  24.0 INCH PIPE IS  18.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.57    ESTIMATED PIPE DIAMETER(INCH) =  24.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       9.43    PIPE TRAVEL TIME(MIN.) =   1.41    Tc(MIN.) =   10.50    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      1.30 TO NODE      1.30 IS CODE =  11  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<<  ============================================================================    ** MAIN STREAM CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1        9.43   10.50    4.045  0.30( 0.06) 0.20       2.3     400.00        2        9.38   11.29    3.879  0.30( 0.06) 0.20       2.4     500.00    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.    ** MEMORY BANK #  1 CONFLUENCE DATA **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       13.64    7.12    5.053  0.30( 0.06) 0.20       2.8     100.00        2       14.30    8.60    4.536  0.30( 0.06) 0.20       3.3     200.00        3       14.30    8.62    4.530  0.30( 0.06) 0.20       3.3     300.00 Page 10 MH01P100.RES    LONGEST FLOWPATH FROM NODE    100.00 TO NODE      1.30 =     562.00 FEET.    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       21.65    7.12    5.053  0.30( 0.06) 0.20       4.4     100.00        2       22.97    8.60    4.536  0.30( 0.06) 0.20       5.2     200.00        3       22.97    8.62    4.530  0.30( 0.06) 0.20       5.2     300.00        4       22.17   10.50    4.045  0.30( 0.06) 0.20       5.7     400.00        5       21.59   11.29    3.879  0.30( 0.06) 0.20       5.8     500.00      TOTAL AREA(ACRES) =         5.8    COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:    PEAK FLOW RATE(CFS) =       22.97  Tc(MIN.) =    8.617    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR) =  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap =  0.20    TOTAL AREA(ACRES) =        5.8    LONGEST FLOWPATH FROM NODE    400.00 TO NODE      1.30 =     902.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        5.8  TC(MIN.) =      8.62    EFFECTIVE AREA(ACRES) =      5.25  AREA‐AVERAGED Fm(INCH/HR)=  0.06    AREA‐AVERAGED Fp(INCH/HR) =  0.30  AREA‐AVERAGED Ap = 0.200    PEAK FLOW RATE(CFS)   =      22.97    ** PEAK FLOW RATE TABLE **     STREAM       Q      Tc   Intensity   Fp(Fm)     Ap     Ae     HEADWATER     NUMBER     (CFS)  (MIN.) (INCH/HR) (INCH/HR)         (ACRES)    NODE        1       21.65    7.12    5.053  0.30( 0.06) 0.20       4.4     100.00        2       22.97    8.60    4.536  0.30( 0.06) 0.20       5.2     200.00        3       22.97    8.62    4.530  0.30( 0.06) 0.20       5.2     300.00        4       22.17   10.50    4.045  0.30( 0.06) 0.20       5.7     400.00        5       21.59   11.29    3.879  0.30( 0.06) 0.20       5.8     500.00  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Page 11 Appendix C Hydraulic Calculations WSPG Hydraulics FILE: PRE-LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:11:52:38 MARINER SQUARE, TTM 18135 PRELIMINARY LINE A - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 78.790 2.400 81.190 11.39 3.63 .20 81.39 .00 1.21 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.900 .0043 .0025 .04 2.40 .00 1.31 .013 .00 .00 PIPE | | | | | | | | | | | | | 1013.900 78.850 2.375 81.225 11.39 3.63 .20 81.43 .00 1.21 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .2700 .0033 .01 2.38 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1017.900 79.930 1.479 81.409 7.00 3.97 .25 81.65 .00 1.02 .35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .248 -.0747 .0042 .00 1.48 .31 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1018.148 79.911 1.500 81.411 7.00 3.96 .24 81.66 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.472 -.0747 .0044 .05 1.50 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.620 78.980 2.487 81.467 7.00 3.96 .24 81.71 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 218.320 .0040 .0044 .97 2.49 .00 1.32 .013 .00 .00 PIPE | | | | | | | | | | | | | 1248.940 79.850 2.586 82.436 7.00 3.96 .24 82.68 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0200 .0024 .01 2.59 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1252.940 79.930 2.961 82.891 2.06 1.17 .02 82.91 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 38.350 .0039 .0004 .01 2.96 .00 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1291.290 80.080 2.829 82.909 2.06 1.17 .02 82.93 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.930 .0043 .0004 .01 2.83 .00 .56 .013 .00 .00 PIPE | | | | | | | | | | | | | 1324.220 80.220 2.705 82.925 2.06 1.17 .02 82.95 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 118.920 .0040 .0004 .05 2.70 .00 .58 .013 .00 .00 PIPE FILE: PRE-LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:11:52:38 MARINER SQUARE, TTM 18135 PRELIMINARY LINE A - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1443.140 80.690 2.281 82.971 2.06 1.17 .02 82.99 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0324 .0004 .00 2.28 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1445.610 80.770 2.201 82.971 2.06 1.17 .02 82.99 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.260 .0039 .0004 .00 2.20 .00 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 1455.870 80.810 2.169 82.979 2.06 1.17 .02 83.00 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.310 .0041 .0004 .02 2.17 .00 .57 .013 .00 .00 PIPE | | | | | | | | | | | | | 1510.180 81.030 1.973 83.003 2.06 1.17 .02 83.02 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.300 .0030 .0004 .00 1.97 .00 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 1513.480 81.040 1.967 83.007 2.06 1.17 .02 83.03 .00 .54 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PRE‐LINE‐A.WSW T1 MARINER SQUARE, TTM 18135                                                   0                     T2 PRELIMINARY LINE A ‐ Q25                                                                          T3                                                                                                   SO   1000.000  78.790  1                            81.190                                           R    1013.900  78.850  1      .013                                  .000    .000 0                   JX   1017.900  79.930  2  2   .013    4.390           79.950        ‐90.0          .000               R    1030.620  78.980  2      .013                                  .000 ‐45.000 0                   R    1248.940  79.850  2      .013                                  .000    .000 0                   JX   1252.940  79.930  2  2   .013    4.940           79.950        ‐90.0          .000               R    1291.290  80.080  2      .013                                  .000 ‐45.000 0                   R    1324.220  80.220  2      .013                                  .000 ‐45.000 0                   R    1443.140  80.690  2      .013                                  .000    .000 0                   JX   1445.610  80.770  2      .013                                                                   R    1455.870  80.810  2      .013                                  .000  45.000 0                   R    1510.180  81.030  2      .013                                  .000 ‐45.000 0                   R    1513.480  81.040  2      .013                                  .000 ‐45.000 0                   SH   1513.480  81.040  2                            81.040                                           CD   1  4   1    .000   2.000     .000  .000  .000   .00                                             CD   2  4   1    .000   1.500     .000  .000  .000   .00                                             Q              2.060   .0 Page 1 FILE: PRE-LAT-A1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:11:57:21 MARINER SQUARE, TTM 18135 PRELIMINARY LAT A1 - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 78.950 2.460 81.410 4.39 2.48 .10 81.51 .00 .80 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.630 .0026 .0017 .02 2.46 .00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.630 78.980 2.450 81.430 4.39 2.48 .10 81.53 .00 .80 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PRE‐LAT‐A1.WSW T1 MARINER SQUARE, TTM 18135                                                   0                     T2 PRELIMINARY LAT A1 ‐ Q25                                                                          T3                                                                                                   SO   1000.000  78.950  1                            81.410                                           R    1011.630  78.980  1      .013                                  .000    .000 0                   SH   1011.630  78.980  1                            78.980                                           CD   1  4   1    .000   1.500     .000  .000  .000   .00                                             Q             4.390   .0 Page 1 FILE: PRE-LAT-A2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:11:59: 3 MARINER SQUARE, TTM 18135 PRELIMINARY LAT A2 - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 79.950 2.940 82.890 4.94 2.80 .12 83.01 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.820 .0027 .0022 .03 2.94 .00 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.820 79.990 2.933 82.923 4.94 2.80 .12 83.04 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PRE‐LAT‐A2.WSW T1 MARINER SQUARE, TTM 18135                                                   0                     T2 PRELIMINARY LAT A2 ‐ Q25                                                                          T3                                                                                                   SO   1000.000  79.950  1                            82.890                                           R    1014.820  79.990  1      .013                                  .000    .000 0                   SH   1014.820  79.990  1                            79.990                                           CD   1  4   1    .000   1.500     .000  .000  .000   .00                                             Q             4.940   .0 Page 1 FILE: PRE-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:12: 9:40 MARINER SQUARE, TTM 18135 PRELIMINARY LINE B - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 79.390 2.400 81.790 7.48 2.38 .09 81.88 .00 .97 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.910 .0038 .0011 .01 2.40 .00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 1007.910 79.420 2.379 81.799 7.48 2.38 .09 81.89 .00 .97 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0011 .00 2.38 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1011.910 79.420 2.515 81.935 3.61 2.04 .06 82.00 .00 .73 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.920 .0109 .0012 .01 2.52 .00 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 1023.830 79.550 2.404 81.954 3.61 2.04 .06 82.02 .00 .73 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 157.863 .0069 .0012 .18 2.40 .00 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1181.693 80.641 1.500 82.141 3.61 2.04 .06 82.21 .00 .73 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.637 .0069 .0011 .02 1.50 .00 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1204.329 80.797 1.361 82.158 3.61 2.14 .07 82.23 .00 .73 .87 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.618 .0069 .0011 .01 1.36 .27 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1216.947 80.884 1.280 82.164 3.61 2.25 .08 82.24 .00 .73 1.06 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.218 .0069 .0012 .01 1.28 .32 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1227.164 80.955 1.214 82.168 3.61 2.36 .09 82.25 .00 .73 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.816 .0069 .0013 .01 1.21 .36 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1235.980 81.016 1.155 82.171 3.61 2.47 .09 82.27 .00 .73 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.828 .0069 .0014 .01 1.16 .40 .67 .013 .00 .00 PIPE FILE: PRE-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:12: 9:40 MARINER SQUARE, TTM 18135 PRELIMINARY LINE B - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1243.808 81.070 1.103 82.172 3.61 2.59 .10 82.28 .00 .73 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.065 .0069 .0016 .01 1.10 .45 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1250.873 81.118 1.055 82.173 3.61 2.72 .11 82.29 .00 .73 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.423 .0069 .0018 .01 1.05 .49 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1257.296 81.163 1.010 82.173 3.61 2.85 .13 82.30 .00 .73 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.845 .0069 .0020 .01 1.01 .53 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1263.141 81.203 .969 82.172 3.61 2.99 .14 82.31 .00 .73 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.353 .0069 .0022 .01 .97 .57 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1268.494 81.240 .930 82.170 3.61 3.14 .15 82.32 .00 .73 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.840 .0069 .0025 .01 .93 .62 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1273.333 81.274 .893 82.167 3.61 3.29 .17 82.34 .00 .73 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.386 .0069 .0029 .01 .89 .67 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1277.720 81.304 .859 82.163 3.61 3.45 .18 82.35 .00 .73 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.861 .0069 .0032 .01 .86 .72 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1281.581 81.331 .826 82.157 3.61 3.62 .20 82.36 .00 .73 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.279 .0069 .0037 .01 .83 .78 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1284.860 81.353 .795 82.148 3.61 3.80 .22 82.37 .00 .73 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .589 .0069 .0041 .00 .80 .84 .67 .013 .00 .00 PIPE FILE: PRE-LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:12: 9:40 MARINER SQUARE, TTM 18135 PRELIMINARY LINE B - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1285.449 81.357 .765 82.123 3.61 3.98 .25 82.37 .00 .73 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1285.449 81.357 .661 82.018 3.61 4.81 .36 82.38 .00 .73 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.952 .0069 .0073 .06 .66 1.19 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1293.401 81.412 .661 82.073 3.61 4.81 .36 82.43 .00 .73 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.410 .0069 .0078 .11 .66 1.19 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1306.811 81.505 .638 82.142 3.61 5.04 .40 82.54 .00 .73 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.458 .0069 .0089 .08 .64 1.28 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1315.269 81.563 .615 82.178 3.61 5.29 .43 82.61 .00 .73 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.751 .0069 .0102 .07 .62 1.37 .67 .013 .00 .00 PIPE | | | | | | | | | | | | | 1322.020 81.610 .594 82.204 3.61 5.55 .48 82.68 .00 .73 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0325 .0081 .02 .59 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 1324.480 81.690 .725 82.415 3.61 4.26 .28 82.70 .00 .73 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.019 .0041 .0050 .01 .73 1.00 .78 .013 .00 .00 PIPE | | | | | | | | | | | | | 1326.499 81.698 .753 82.451 3.61 4.07 .26 82.71 .00 .73 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.211 .0041 .0045 .05 .75 .93 .78 .013 .00 .00 PIPE | | | | | | | | | | | | | 1336.710 81.740 .774 82.514 3.61 3.92 .24 82.75 .00 .73 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PRE‐LINE‐B.WSW T1 MARINER SQUARE, TTM 18135                                                   0                     T2 PRELIMINARY LINE B ‐ Q25                                                                          T3                                                                                                   SO   1000.000  79.390  1                            81.790                                           R    1007.910  79.420  1      .013                                  .000    .000 0                   JX   1011.910  79.420  2  2   .013    3.870           79.520        ‐90.0          .000               R    1023.830  79.550  2      .013                                  .000  22.500 0                   R    1322.020  81.610  2      .013                                  .000    .000 0                   JX   1324.480  81.690  2      .013                                                                   R    1336.710  81.740  2      .013                                  .000    .000 0                   SH   1336.710  81.740  2                            81.740                                           CD   1  4   1    .000   2.000     .000  .000  .000   .00                                             CD   2  4   1    .000   1.500     .000  .000  .000   .00                                             Q             3.610   .0 Page 1 FILE: PRE-LAT-B1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 3-20-2018 Time:12:11:43 MARINER SQUARE, TTM 18135 PRELIMINARY LAT B1 - Q25 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 79.520 2.420 81.940 3.87 2.19 .07 82.01 .00 .75 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.990 .0029 .0014 .02 2.42 .00 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 1013.990 79.560 2.399 81.959 3.87 2.19 .07 82.03 .00 .75 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PRE‐LAT‐B1.WSW T1 MARINER SQUARE, TTM 18135                                                   0                     T2 PRELIMINARY LAT B1 ‐ Q25                                                                          T3                                                                                                   SO   1000.000  79.520  1                            81.940                                           R    1013.990  79.560  1      .013                                  .000    .000 0                   SH   1013.990  79.560  1                            79.560                                           CD   1  4   1    .000   1.500     .000  .000  .000   .00                                             Q             3.870   .0 Page 1 Catch Basin Sizing Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 20 2018 CB #1_Q25 Capacity Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.06 Highlighted Q Total (cfs) = 2.06 Q Capt (cfs) = 2.06 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.45 Efficiency (%) = 100 Gutter Spread (ft) = 2.46 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 20 2018 CB #2_Q25 Capacity Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.94 Highlighted Q Total (cfs) = 4.94 Q Capt (cfs) = 4.94 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.39 Efficiency (%) = 100 Gutter Spread (ft) = 4.41 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 20 2018 CB #3_Q25 Capacity Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.39 Highlighted Q Total (cfs) = 4.39 Q Capt (cfs) = 4.39 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.06 Efficiency (%) = 100 Gutter Spread (ft) = 4.07 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 20 2018 CB #4_Q25 Capacity Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.61 Highlighted Q Total (cfs) = 3.61 Q Capt (cfs) = 3.61 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.56 Efficiency (%) = 100 Gutter Spread (ft) = 3.58 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Mar 20 2018 CB #5_Q25 Capacity Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.87 Highlighted Q Total (cfs) = 3.87 Q Capt (cfs) = 3.87 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.73 Efficiency (%) = 100 Gutter Spread (ft) = 3.75 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 100-Year Water Surface Elevation Calculations To be provided during final engineering  Appendix D Conceptual Grading & Drainage Plan DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-01_TS.dwg BY: jhendricks Feb 08, 2018 - 11:52:01amPROJ:OLSO-100 0SCALE: 1" = 50'25100200 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-02_SP.dwg BY: jhendricks Feb 08, 2018 - 11:52:20amPROJ:OLSO-100 0SCALE: 1" = 30'1530602020202020 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-03_GP.dwg BY: jhendricks Feb 08, 2018 - 11:52:38amPROJ:OLSO-100 0SCALE: 1" = 20'1020402020202020 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-03_GP.dwg BY: jhendricks Feb 08, 2018 - 11:52:45amPROJ:OLSO-100 0SCALE: 1" = 20'102040 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-05_SECT.dwg BY: jhendricks Feb 08, 2018 - 11:53:05amPROJ:OLSO-100 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-05_SECT.dwg BY: jhendricks Feb 08, 2018 - 11:53:16amPROJ:OLSO-100 DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-07_UT.dwg BY: jhendricks Feb 08, 2018 - 11:51:47amPROJ:OLSO-100 0SCALE: 1" = 30'1530602020202020 0SCALE: 1" = 30'153060DWG: P:\M\MELA-001\dwg\Sheets\TTM\TTM-P0-08_FA.dwg BY: jhendricks Feb 08, 2018 - 11:53:36amPROJ:OLSO-100 2020202020 Appendix E City of Newport Beach Storm Drain As-Built Plans & Mariner Square Apartment Utility Plan