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HomeMy WebLinkAboutPA2021-260_20220207_Hydrology Report_11-30-21 HYDROLOGY STUDY FOR Newport Beach Country Club, Tennis Club, Spa, Villas & Bungalows 5, 6, 7, 8, 9, 10, & 11 Clubhouse Drive (Formerly 1602 E. Coast Highway) Newport Beach, CA 92660 Prepared for: Gold Realty Fund One Upper Newport Plaza Newport Beach, CA 92660 (760) 251-2025 Prepared By: LAND STRATEGIES, LLC. 9241 Irvine Boulevard, Suite 100 Irvine, CA 92618 (949) 580-3000 PREPARED UNDER THE SUPERVISION OF: Roy L. Roberson C44160 Date Prepared: September, 2018 Revised: 30 November, 2021 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 2 TABLE OF CONTENTS Purpose ...................................................................................................................................... 3 Project description ...................................................................................................................... 3 Criteria and Methodology ........................................................................................................... 3 Project Site Drainage .................................................................................................................. 3 Summary .................................................................................................................................... 4 References.................................................................................................................................. 7 APPENDIX 1: VICINITY MAP SOIL TYPE MAP EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP FLOOD INSURANCE RATE MAP APPENDIX 2: HYDROLOGY CALCULATIONS APPENDIX 3: HYDRAULIC CALCULATIONS 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 3 Purpose This study will estimate the pre- and post-development peak flow rate for a 25-year and 100-year storm event at the project site. Project description The project site is located at 11 Clubhouse Drive, Newport Beach, California. It is generally bordered by Newport Beach Country Club Golf Course to the north and west, Granville Drive and Newport Center Drive to the east, and Corporate Plaza West to the east and south. The area of improvement is over the existing Tennis Club. The existing tennis club and tennis courts will be improved and/or replaced with a new tennis clubhouse, bungalows and semi-custom homes. The total area of improvement is approximately 6.97 acres. Criteria and Methodology The Orange County Hydrology Manual was used as a guide to estimate the pre- and post-development peak flow rate. Hydrology calculations were performed using the AES Hydrology Software. Soil Classification Soil classification for the site is Soil Type D per the Orange County Hydrology Manual. Project Site Drainage Existing site drainage Currently, the project site drainage is split into two main tributary areas, noted as Area “A” and Area “B”. Area “A” is the largest area of the site, consisting of about 5.68 acres, and is comprised of the tennis courts, tennis club house, and parking lot. The drainage flows southerly from the tennis courts, then through the parking lot, before being intercepted by an 18” inlet at the southwest corner of the project site. A 12” pvc pipe connects this inlet to a 69” storm drain system. Area “B” is on the westerly portion of the property, consisting of 1.29 acres. Area “B” is comprised of the remaining tennis courts and entry to the parking lot. The drainage flows southerly from the tennis courts, and onto the curb and gutter of the entry roadway to the parking lot. A 12” inlet intercepts the drainage near the entry to the parking lot. A 12” pvc pipe connects this inlet to an 18” rcp storm drain , which ultimately connects to the same 69” rcp storm drain as Area “A”. Proposed Site Drainage The developed condition of the site is split into two main tributary areas, noted as Area “A” and Area “B”. Area “A” is the approximately 4.41 acres. Area “A” will consist of the new single family homes, bungalows, and new center court. Storm drainage for Area “A” will be captured using a storm drain system comprising of catch basins and pipes. The proposed storm drain system will be installed within the site’s interior street and will connect to a proposed Modular Wetlands System for water quality treatment before connecting to the existing 69” rcp storm drain system. 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 4 Area “B” at 2.56 acres consists of the existing tennis courts to remain, tennis club house, pool and parking lot. Storm drainage are collected via a system of catch basins and pipe system which conveys it to the aforementioned Modular Wetlands System for water quality treatment before connecting to the existing 69” rcp storm drain system. Summary Hydrology The following table shows the existing condition estimated peak flow rate for the project site. See Existing Hydrology Map for location. Tributary Area Area (Ac.) Q25 (cfs) Q100 (cfs) A 5.68 16.31 21.39 B 1.29 4.53 5.82 TOTAL (After Confluence) 6.97 20.02 26.25 A “confluence” calculation was performed on the existing flows from tributaries areas A & B to identify their combined impact upon the downstream drainage system. The total existing condition flow is 20.02 cfs for the 25-year storm event, and 26.25 cfs for the 100-year storm event. The following table shows the post-development condition estimated peak flow rate for the project site. See Proposed Hydrology Map for location. Tributary Area Area (Ac.) Q25 (cfs) Q100 (cfs) A 4.41 13.20 17.04 B 2.56 7.72 9.93 TOTAL(After Confluence) 6.97 20.66 26.67 The 25-year & 100-year storm events post-development runoff rates are very near the existing condition runoff rates. We expected a decrease in total runoff rates due to an increase in travel time resulting in a longer time of concentration and lower rainfall intensity and also to an increase in pervious area resulting from the replacement of some paved tennis court and parking areas with landscaping. The results of the hydrologic modeling are conservative (slightly over-estimating the runoff based on the use of standard runoff coefficients, times of concentration and acceptable variance in rainfall predictions – sometimes approaching a margin of error of 25%). Consequently, we believe that the small difference between pre and post-development runoff is insignificant. Additionally, the flow from the proposed development will reach the existing 69” storm drain long before the peak flow in that pipe arrives. Even if the two flows were to arrive at the same time (in a rare “coincident peak” event that is well beyond the design criteria for any municipal drainage system), the total contribution from this property would be less than 4% of the peak flow in the mainline and negligible. Given the forgoing and the general expectation that replacing some existing paved surfaces with proposed landscaped areas should reduce the runoff, it is reasonable to conclude that the proposed development has no adverse impacts upon any of the downstream drainage systems. 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 5 Therefore, the proposed development will not adversely impact the capacity of the existing 69” storm drain system being connected to and no measures are required to modify the rate or volume of runoff. Mitigation Measures are proposed to maintain water quality and these are described in the separate Water Quality Management Plan for this project. The site is located within the Flood Insurance Rate Map’s Zone X. Zone “X” is described as an area of 1% annual chance flood with average depths of less than 1 foot. Additional 100-year frequency flow calculations are provided for developed conditions and are enclosed in Appendix 2. During a 100-year storm, the site will be protected from flooding, as the water surface for all street flows stays within the gutter and street; average depth of flow for entire site is less than 1 foot. Secondary overflow for the site is provided by outletting through the site’s interior streets to the exit on Pacific Coast Highway. In Appendix 3, a “Pipe Capacity Table” is presented along with a table for each of the proposed buildings showing the largest roof tributary area to each of the down drain pipe connection. Based on the pro-ratio of the estimated 25-year storm event peak flow rate, the hydraulic calculation in the table shows the minimum pipe size and slope required to convey the storm drainage away from the roof tributary area. Each of storm drain to the roof down drain connections are designed to meet or exceed this minimum pipe size and slope. Therefore, all proposed Area Drain pipe systems near the buildings and landscaped areas as well as the Storm Drain pipe systems in the parking areas are larger than the minimum size required to convey the runoff. All pipes will carry the maximum design flow rates while operating under “open channel” conditions with no pipes flowing under pressure. This oversizing of proposed pipelines ensures that none of the low areas, including the depressed tennis “Stadium Court” and the swimming pool deck, will be subject to backflow, surcharge or ponding of water under the design conditions. Building roof drains are connect to the area drains system with redundant secondary surface outlets that allow water to flow out of the building drain even if the areas drains are blocked. The Stadium Court is provided with a “linear slot drain” along its entire 128-foot long western edge to minimize the possibility of inlet grate obstruction. The villas and bungalows are provided with underground area drain and storm drain systems that are large enough to convey the entire design flow rate operating under open channel flow. Additionally, each of these have “positive surface overflow” paths that can convey the entire design flow to the private street without ponding or flooding of any structures in the unlikely event that the area drains systems become blocked. The positive overflow “Spill Elevations” are noted on the plans. All areas adjacent to buildings that are enclosed by walls including the spa, swimming pool deck and the villa patios are provided with “overflow scupper” openings in the walls located at elevations lower than the building finished floors. This provides for an emergency release of ponded water in the event of a drain system blockage so that no buildings can be flooded. The scupper locations and elevations are noted on the Grading Plans. Parking lot and pedestrian walkway areas near building entries, visitor drop off and handicapped parking spaces are all provided with higher elevations and surface slopes away from the buildings so that visitors will not be inconvenienced, even during heavy rainfall conditions, by ponded or moving surface rain water. 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 6 IN CONCLUSION The proposed system of roof drain connections, surface inlets, area drains, storm drains, emergency overflow scuppers and positive overflow paths ensure that the entire site will be protected from storm water damage and inconvenience even during the most extreme rainfall conditions. 11 Clubhouse Dr., Newport Beach, CA Hydrology Study 7 References 1. Orange County Hydrology Manual APPENDIX 1 VICINITY MAP SOIL TYPE MAP EXISTING HYDROLOGY MAP PROPOSED HYDROLOGY MAP FLOOD INSURANCE RATE MAP LAND STRATEGIES, LLC PROJECT LOCATION VICINITY MAP NOT TO SCALE LAND STRATEGIES, LLC PROJECT LOCATION TRACT N0. 15347 IN THE CITY OF NEWPORT BEACH, CA 92660 LAND STRATEGIES, LLC EXISTING CONDITION DRAINAGE EXHIBIT COUNTY OF ORANGE, CALIFORNIA EX. 24" RCP EX. 8" PVC EX. 69" RCP EX. 75" RCP A1 0.21 A2 1.98 A3 1.09 A4 2.40 B1 1.07 B2 0.22 AREA B 1.29 AC Q =4.53 CFS AREA A 5.68 AC Q =16.31 CFS 3.10 113.5 -L=140'L=330' L=400' 3.11 112.7 0.81 3.12 108.5 7.39L=185' 3.13 105.6 10.58L=275'L=220'3.14 99.0 16.31 L=115' 5.11103.23.95 5.10 107.3 - 5.12 101.04.53 25 25 LEGEND AREA ID ACRES A7 0.19 3.21 107.6 0.80 ELEVATION (FS/INV) Q C.F.S. NODE 25 TRACT N0. 15347 IN THE CITY OF NEWPORT BEACH, CA 92660 LAND STRATEGIES, LLC PROPOSED CONDITION DRAINAGE EXHIBIT COUNTY OF ORANGE, CALIFORNIA EX. 24" RCP EX. 8" PVC EX. 69" RCP EX. 75" RCP B1 0.20 A1 0.40 A2 0.63A3 0.28 A4 0.18 B2 0.42 B3 0.73 B4 0.33 B5 0.48 B6 0.40 A11 0.99 A8 0.25 A7 0.19 A5 0.19 A9 0.55 A12 0.35 A6 0.08 L=140' L=240' 4.11 112.7 / 109.4 0.77 L=296'L=300'4.13 103.0 4.34L=150'4.12 107.6 2.08 L=145'4.16100.2 5.28 4.18 91.2 7.72 L=225' L=40 ' A10 0.33 L=205' 3.24102.3 1.08 3.30 110.0 1.22 L=55' L=200' 3.14 109.8 0.80 L=210' L=45'L=30'L=40' 3.12 101.9 4.03 3.17 107.3 0.62 L=200' 3.15 100.7 5.36 L=20' L=86' 3.25 99.10 4.09 3.18 99.7 5.94L=62'L=236' L= 1 5 'L=67'L=330' 3.22 101.6 1.77 L=25' 3.26 97.5 13.20 L=96' 3.20 97.812.35 4.21 83.3 20.66 4.17 97.4 6.54 L=100' L=140 ' L=40' 3.27 / 4.19 90.3 20.66 MODULAR WETLANDS 3.19 98.9 6.45 LEGEND AREA ID ACRES A7 0.19 4.10 113.5 - 3.10 113.2 - 3.31 117.8 - 3.13 111.0 - 3.32 109.7 2.28 3.16 110.5 - 3.23 104.0 - 4.20 89.9 20.66 3.21 107.6 - 3.21 107.6 0.80 ELEVATION (FS/INV) Q C.F.S. NODE 25 USGS The National Map: Orthoimagery. Data refreshed October 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü117°53'6.37"W 33°36'53.15"N 117°52'28.91"W 33°36'23.19"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 10/10/2018 at 10:48:07 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. APPENDIX 2 HYDROLOGY CALCULATIONS EXISTING CONDITION HYDROLOGY 25-YEAR STORM EVENT NBCCEXB1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1623 Analysis prepared by: MK Engineering Group, Inc. 17520 Newhope Street, Suite 140 Fountain Valley, CA 92708 (657) 622-2100 ---------------------------------------------------------------------------- FILE NAME: NBCCEXB1.DAT TIME/DATE OF STUDY: 11:15 11/01/2018 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 113.50 DOWNSTREAM(FEET) = 112.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.165 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.284 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.) COMMERCIAL - 0.21 0.20 0.030 0 6.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 112.70 DOWNSTREAM(FEET) = 108.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.12 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.81 PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 7.78 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 81 ---------------------------------------------------------------------------- Page 1 NBCCEXB1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.78 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.755 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 1.98 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 6.68 EFFECTIVE AREA(ACRES) = 2.19 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 108.50 DOWNSTREAM NODE ELEVATION(FEET) = 105.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 185.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.500 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.589 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 1.09 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.76 AVERAGE FLOW DEPTH(FEET) = 0.65 FLOOD WIDTH(FEET) = 15.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.43 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 3.28 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 10.58 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.67 FLOOD WIDTH(FEET) = 17.20 FLOW VELOCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY(FT*FT/SEC) = 3.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.13 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 54 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.60 DOWNSTREAM(FEET) = 99.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 200.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 2.40 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 10.31 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.87 EFFECTIVE AREA(ACRES) = 5.68 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.06 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) = 16.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.14 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ Page 2 NBCCEXB1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.31 RAINFALL INTENSITY(INCH/HR) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.06 EFFECTIVE STREAM AREA(ACRES) = 5.68 TOTAL STREAM AREA(ACRES) = 5.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.31 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00 ELEVATION DATA: UPSTREAM(FEET) = 107.30 DOWNSTREAM(FEET) = 103.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.667 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.099 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.) COMMERCIAL - 1.07 0.20 0.010 75 6.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.010 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 3.95 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 103.20 DOWNSTREAM ELEVATION(FEET) = 101.00 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 7.26 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.907 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.22 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 1.29 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.20 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.12 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 3.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 3 NBCCEXB1 TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 EFFECTIVE STREAM AREA(ACRES) = 1.29 TOTAL STREAM AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.31 10.31 3.203 0.20( 0.01) 0.06 5.7 3.10 2 4.53 7.26 3.907 0.20( 0.01) 0.03 1.3 5.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.54 7.26 3.907 0.20( 0.01) 0.05 5.3 5.10 2 20.02 10.31 3.203 0.20( 0.01) 0.05 7.0 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.02 Tc(MIN.) = 10.31 EFFECTIVE AREA(ACRES) = 6.97 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.05 TOTAL AREA(ACRES) = 7.0 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.14 = 945.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) = 10.31 EFFECTIVE AREA(ACRES) = 6.97 AREA-AVERAGED Fm(INCH/HR)= 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.053 PEAK FLOW RATE(CFS) = 20.02 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.54 7.26 3.907 0.20( 0.01) 0.05 5.3 5.10 2 20.02 10.31 3.203 0.20( 0.01) 0.05 7.0 3.10 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 4 PROPOSED CONDITION HYDROLOGY 25-YEAR STORM EVENT NBCC-PRD.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1623 Analysis prepared by: MK Engineering Group, Inc. 17520 Newhope Street, Suite 140 Fountain Valley, CA 92708 (657) 622-2100 ************************** DESCRIPTION OF STUDY ************************** * 25-YR STORM EVENT * * PROPOSED CONDITION * * NBCC * ************************************************************************** FILE NAME: NBCC-PRD.DAT TIME/DATE OF STUDY: 11:53 10/26/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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 +--------------------------------------------------------------------------+ | SUB AREA A | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 113.20 DOWNSTREAM(FEET) = 110.00 Page 1 NBCC-PRD.RES Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.750 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.40 0.20 0.650 0 8.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.20 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.90 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.90 RAINFALL INTENSITY(INCH/HR) = 3.48 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.40 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 3.31 TO NODE 3.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 117.80 DOWNSTREAM(FEET) = 109.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.514 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.153 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.63 0.20 0.650 0 6.51 Page 2 NBCC-PRD.RES SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 3.32 TO NODE 3.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 110.30 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.58 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 3.31 TO NODE 3.12 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 111.00 DOWNSTREAM(FEET) = 109.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.826 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.291 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.28 0.20 0.650 0 9.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 3 NBCC-PRD.RES >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 109.80 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 3.13 TO NODE 3.12 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.28 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.22 8.90 3.479 0.20( 0.13) 0.65 0.4 3.10 2 2.28 6.54 4.143 0.20( 0.13) 0.65 0.6 3.31 3 0.80 9.89 3.279 0.20( 0.13) 0.65 0.3 3.13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.03 6.54 4.143 0.20( 0.13) 0.65 1.1 3.31 2 3.89 8.90 3.479 0.20( 0.13) 0.65 1.3 3.10 3 3.73 9.89 3.279 0.20( 0.13) 0.65 1.3 3.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.03 Tc(MIN.) = 6.54 EFFECTIVE AREA(ACRES) = 1.11 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.15 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.90 DOWNSTREAM(FEET) = 100.70 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.21 Page 4 NBCC-PRD.RES GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.03 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.15 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.041 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.18 0.20 0.650 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.63 EFFECTIVE AREA(ACRES) = 1.29 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.54 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.84 RAINFALL INTENSITY(INCH/HR) = 4.04 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 1.29 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 **************************************************************************** FLOW PROCESS FROM NODE 3.16 TO NODE 3.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 110.50 DOWNSTREAM(FEET) = 107.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.843 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.739 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.19 0.20 0.650 0 7.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.62 **************************************************************************** Page 5 NBCC-PRD.RES FLOW PROCESS FROM NODE 3.17 TO NODE 3.17 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.739 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.08 0.20 0.650 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.15 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 107.30 DOWNSTREAM(FEET) = 100.70 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.59 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.88 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 3.16 TO NODE 3.15 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.27 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.54 6.84 4.041 0.20( 0.13) 0.65 1.3 3.31 1 4.32 9.20 3.415 0.20( 0.13) 0.65 1.5 3.10 1 4.15 10.19 3.224 0.20( 0.13) 0.65 1.5 3.13 2 0.88 7.87 3.732 0.20( 0.13) 0.65 0.3 3.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 6 NBCC-PRD.RES NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.36 6.84 4.041 0.20( 0.13) 0.65 1.5 3.31 2 5.32 7.87 3.732 0.20( 0.13) 0.65 1.6 3.16 3 5.12 9.20 3.415 0.20( 0.13) 0.65 1.7 3.10 4 4.90 10.19 3.224 0.20( 0.13) 0.65 1.8 3.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.36 Tc(MIN.) = 6.84 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.15 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.18 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.70 DOWNSTREAM(FEET) = 99.67 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.36 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.18 = 531.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.974 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.19 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 1.71 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.94 **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.67 DOWNSTREAM(FEET) = 98.86 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.18 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.19 = 593.00 FEET. **************************************************************************** Page 7 NBCC-PRD.RES FLOW PROCESS FROM NODE 3.19 TO NODE 3.19 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.18 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.930 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.25 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 1.96 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 3.19 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.66 DOWNSTREAM(FEET) = 97.79 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.65 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.74 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.33 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.33 RAINFALL INTENSITY(INCH/HR) = 3.89 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 1.96 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 3.21 TO NODE 3.22 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 107.60 DOWNSTREAM(FEET) = 101.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.162 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.655 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 8 NBCC-PRD.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS - 0.55 0.20 0.400 0 8.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.60 DOWNSTREAM(FEET) = 97.99 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.54 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.19 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.20 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.19 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 3.23 TO NODE 3.24 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 205.00 ELEVATION DATA: UPSTREAM(FEET) = 104.00 DOWNSTREAM(FEET) = 102.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.893 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 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.) CONDOMINIUMS - 0.33 0.20 0.400 0 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 3.24 TO NODE 3.25 IS CODE = 41 ---------------------------------------------------------------------------- Page 9 NBCC-PRD.RES >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 102.30 DOWNSTREAM(FEET) = 99.10 FLOW LENGTH(FEET) = 236.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.08 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 3.23 TO NODE 3.25 = 441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.25 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.520 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.99 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 1.32 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.09 **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.00 DOWNSTREAM(FEET) = 97.99 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.06 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.09 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.74 LONGEST FLOWPATH FROM NODE 3.23 TO NODE 3.20 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.74 RAINFALL INTENSITY(INCH/HR) = 3.52 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 1.32 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.09 Page 10 NBCC-PRD.RES ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.74 7.33 3.885 0.20( 0.12) 0.59 2.0 3.31 1 6.58 8.36 3.606 0.20( 0.12) 0.60 2.1 3.16 1 6.30 9.70 3.315 0.20( 0.12) 0.60 2.2 3.10 1 6.02 10.69 3.137 0.20( 0.12) 0.60 2.2 3.13 2 1.77 8.19 3.647 0.20( 0.08) 0.40 0.6 3.21 3 4.09 8.74 3.516 0.20( 0.08) 0.40 1.3 3.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.22 7.33 3.885 0.20( 0.10) 0.51 3.6 3.31 2 12.35 8.19 3.647 0.20( 0.10) 0.51 3.8 3.21 3 12.34 8.36 3.606 0.20( 0.10) 0.51 3.9 3.16 4 12.29 8.74 3.516 0.20( 0.10) 0.50 4.0 3.23 5 11.75 9.70 3.315 0.20( 0.10) 0.51 4.0 3.10 6 11.18 10.69 3.137 0.20( 0.10) 0.51 4.1 3.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.35 Tc(MIN.) = 8.19 EFFECTIVE AREA(ACRES) = 3.84 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.26 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 97.79 DOWNSTREAM(FEET) = 97.00 FLOW LENGTH(FEET) = 96.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.61 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.35 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.26 = 756.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.26 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.595 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.35 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 4.19 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 13.20 Page 11 NBCC-PRD.RES **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.27 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 96.80 DOWNSTREAM(FEET) = 90.33 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.58 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.20 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.57 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.27 = 896.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.27 TO NODE 3.27 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 113.50 DOWNSTREAM(FEET) = 112.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.165 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.284 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.) COMMERCIAL - 0.20 0.20 0.030 0 6.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 4.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 109.40 DOWNSTREAM(FEET) = 107.60 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.92 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.12 = 436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.12 TO NODE 4.12 IS CODE = 81 Page 12 NBCC-PRD.RES ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.736 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.42 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 0.62 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 4.12 TO NODE 4.13 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 107.60 DOWNSTREAM(FEET) = 106.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.12 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.08 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.13 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.13 TO NODE 4.13 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.46 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.582 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.73 0.20 0.100 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 2.34 EFFECTIVE AREA(ACRES) = 1.35 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.07 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 4.13 TO NODE 4.16 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 100.20 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.34 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 8.76 Page 13 NBCC-PRD.RES LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.16 = 731.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.16 TO NODE 4.16 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.76 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.512 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.33 0.20 0.200 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 1.68 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.09 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 5.28 **************************************************************************** FLOW PROCESS FROM NODE 4.16 TO NODE 4.17 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.20 DOWNSTREAM(FEET) = 97.40 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.28 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 9.30 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.17 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.17 TO NODE 4.17 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.30 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.396 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.48 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.54 **************************************************************************** FLOW PROCESS FROM NODE 4.17 TO NODE 4.18 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 91.22 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.1 INCHES Page 14 NBCC-PRD.RES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.27 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.54 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.18 = 996.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.18 TO NODE 4.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.388 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.40 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 2.56 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 7.72 **************************************************************************** FLOW PROCESS FROM NODE 4.18 TO NODE 4.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.22 DOWNSTREAM(FEET) = 90.33 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.92 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.72 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.57 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.19 TO NODE 4.19 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 7.72 9.57 3.340 0.20( 0.04) 0.20 2.6 4.10 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 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 13.11 7.70 3.778 0.20( 0.10) 0.50 3.9 3.31 2 13.20 8.57 3.557 0.20( 0.10) 0.50 4.2 3.21 3 13.18 8.73 3.518 0.20( 0.10) 0.50 4.2 3.16 4 13.11 9.11 3.435 0.20( 0.10) 0.50 4.3 3.23 5 12.55 10.08 3.244 0.20( 0.10) 0.50 4.4 3.10 6 11.94 11.07 3.075 0.20( 0.10) 0.50 4.4 3.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 4.19 = 896.00 FEET. Page 15 NBCC-PRD.RES ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.14 7.70 3.778 0.20( 0.08) 0.39 6.0 3.31 2 20.55 8.57 3.557 0.20( 0.08) 0.39 6.5 3.21 3 20.60 8.73 3.518 0.20( 0.08) 0.39 6.6 3.16 4 20.66 9.11 3.435 0.20( 0.08) 0.39 6.8 3.23 5 20.56 9.57 3.340 0.20( 0.08) 0.39 6.9 4.10 6 20.04 10.08 3.244 0.20( 0.08) 0.39 7.0 3.10 7 19.04 11.07 3.075 0.20( 0.08) 0.39 7.0 3.13 TOTAL AREA(ACRES) = 7.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.66 Tc(MIN.) = 9.111 EFFECTIVE AREA(ACRES) = 6.76 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 7.0 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.19 TO NODE 4.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.33 DOWNSTREAM(FEET) = 89.93 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.66 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.18 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 1136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.21 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 89.93 DOWNSTREAM(FEET) = 83.30 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.58 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.66 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.21 = 1245.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) = 9.29 EFFECTIVE AREA(ACRES) = 6.76 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.389 PEAK FLOW RATE(CFS) = 20.66 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.14 7.88 3.730 0.20( 0.08) 0.39 6.0 3.31 2 20.55 8.74 3.516 0.20( 0.08) 0.39 6.5 3.21 3 20.60 8.91 3.479 0.20( 0.08) 0.39 6.6 3.16 4 20.66 9.29 3.398 0.20( 0.08) 0.39 6.8 3.23 Page 16 NBCC-PRD.RES 5 20.56 9.75 3.306 0.20( 0.08) 0.39 6.9 4.10 6 20.04 10.25 3.212 0.20( 0.08) 0.39 7.0 3.10 7 19.04 11.25 3.048 0.20( 0.08) 0.39 7.0 3.13 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Page 17 EXISTING CONDITION HYDROLOGY 100-YEAR STORM EVENT NBEX100A ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1623 Analysis prepared by: MK Engineering Group, Inc. 17520 Newhope Street, Suite 140 Fountain Valley, CA 92708 (657) 622-2100 ---------------------------------------------------------------------------- FILE NAME: NBEX100A.DAT TIME/DATE OF STUDY: 11:24 11/01/2018 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 113.50 DOWNSTREAM(FEET) = 112.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.165 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.488 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.) COMMERCIAL - 0.21 0.20 0.030 75 6.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 112.70 DOWNSTREAM(FEET) = 108.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.04 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 81 ---------------------------------------------------------------------------- Page 1 NBEX100A >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.932 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 1.98 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 8.78 EFFECTIVE AREA(ACRES) = 2.19 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 9.71 **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.13 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 108.50 DOWNSTREAM NODE ELEVATION(FEET) = 105.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 185.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.500 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.694 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 1.09 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.60 AVERAGE FLOW DEPTH(FEET) = 0.69 FLOOD WIDTH(FEET) = 19.03 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.10 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 4.60 EFFECTIVE AREA(ACRES) = 3.28 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 13.84 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.71 FLOOD WIDTH(FEET) = 21.05 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY(FT*FT/SEC) = 3.27 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.13 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 54 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.60 DOWNSTREAM(FEET) = 99.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 200.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.196 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 2.40 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.36 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.09 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 9.85 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 9.02 EFFECTIVE AREA(ACRES) = 5.68 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.06 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) = 21.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.14 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ Page 2 NBEX100A TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH/HR) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.06 EFFECTIVE STREAM AREA(ACRES) = 5.68 TOTAL STREAM AREA(ACRES) = 5.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.39 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00 ELEVATION DATA: UPSTREAM(FEET) = 107.30 DOWNSTREAM(FEET) = 103.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.667 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.247 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.) COMMERCIAL - 1.07 0.20 0.010 91 6.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.010 SUBAREA RUNOFF(CFS) = 5.05 TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) = 5.05 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 103.20 DOWNSTREAM ELEVATION(FEET) = 101.00 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.014 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.22 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 1.29 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.42 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.12 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 3.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 3 NBEX100A TIME OF CONCENTRATION(MIN.) = 7.22 RAINFALL INTENSITY(INCH/HR) = 5.01 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 EFFECTIVE STREAM AREA(ACRES) = 1.29 TOTAL STREAM AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.82 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.39 9.85 4.196 0.20( 0.01) 0.06 5.7 3.10 2 5.82 7.22 5.014 0.20( 0.01) 0.03 1.3 5.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.55 7.22 5.014 0.20( 0.01) 0.05 5.5 5.10 2 26.25 9.85 4.196 0.20( 0.01) 0.05 7.0 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.25 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 6.97 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.05 TOTAL AREA(ACRES) = 7.0 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.14 = 945.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 6.97 AREA-AVERAGED Fm(INCH/HR)= 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.053 PEAK FLOW RATE(CFS) = 26.25 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.55 7.22 5.014 0.20( 0.01) 0.05 5.5 5.10 2 26.25 9.85 4.196 0.20( 0.01) 0.05 7.0 3.10 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 4 PROPOSED CONDITION HYDROLOGY 100-YEAR STORM EVENT NB-P100.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1623 Analysis prepared by: MK Engineering Group, Inc. 17520 Newhope Street, Suite 140 Fountain Valley, CA 92708 (657) 622-2100 ************************** DESCRIPTION OF STUDY ************************** * 100-YR STORM EVENT * * NBCC * * * ************************************************************************** FILE NAME: NB-P100.DAT TIME/DATE OF STUDY: 11:56 10/26/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 113.20 DOWNSTREAM(FEET) = 110.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.750 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.490 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 NB-P100.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.40 0.20 0.650 0 8.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.75 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.57 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.88 RAINFALL INTENSITY(INCH/HR) = 4.45 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.40 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 3.31 TO NODE 3.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 117.80 DOWNSTREAM(FEET) = 109.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.514 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.317 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.63 0.20 0.650 0 6.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.94 **************************************************************************** Page 2 NB-P100.RES FLOW PROCESS FROM NODE 3.32 TO NODE 3.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 110.30 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.91 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 3.31 TO NODE 3.12 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 5.31 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.94 **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 ELEVATION DATA: UPSTREAM(FEET) = 111.00 DOWNSTREAM(FEET) = 109.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.826 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.201 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.28 0.20 0.650 0 9.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 3.14 TO NODE 3.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 109.80 DOWNSTREAM(FEET) = 101.90 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.86 Page 3 NB-P100.RES ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.03 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.88 LONGEST FLOWPATH FROM NODE 3.13 TO NODE 3.12 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR) = 4.19 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.28 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.57 8.88 4.451 0.20( 0.13) 0.65 0.4 3.10 2 2.94 6.54 5.306 0.20( 0.13) 0.65 0.6 3.31 3 1.03 9.88 4.187 0.20( 0.13) 0.65 0.3 3.13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.19 6.54 5.306 0.20( 0.13) 0.65 1.1 3.31 2 5.01 8.88 4.451 0.20( 0.13) 0.65 1.3 3.10 3 4.81 9.88 4.187 0.20( 0.13) 0.65 1.3 3.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.19 Tc(MIN.) = 6.54 EFFECTIVE AREA(ACRES) = 1.11 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.12 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.12 TO NODE 3.15 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.90 DOWNSTREAM(FEET) = 100.70 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.67 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.19 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.81 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.15 = 445.00 FEET. **************************************************************************** Page 4 NB-P100.RES FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 6.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.182 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.18 0.20 0.650 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.82 EFFECTIVE AREA(ACRES) = 1.29 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.86 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.81 RAINFALL INTENSITY(INCH/HR) = 5.18 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 1.29 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.86 **************************************************************************** FLOW PROCESS FROM NODE 3.16 TO NODE 3.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 110.50 DOWNSTREAM(FEET) = 107.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.843 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.780 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" - 0.19 0.20 0.650 0 7.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.17 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.780 Page 5 NB-P100.RES SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.08 0.20 0.650 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.650 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.33 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 3.17 TO NODE 3.15 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 107.30 DOWNSTREAM(FEET) = 100.70 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.66 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 3.16 TO NODE 3.15 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.15 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 4.77 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 0.27 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.86 6.81 5.182 0.20( 0.13) 0.65 1.3 3.31 1 5.58 9.16 4.373 0.20( 0.13) 0.65 1.5 3.10 1 5.35 10.16 4.121 0.20( 0.13) 0.65 1.5 3.13 2 1.13 7.87 4.773 0.20( 0.13) 0.65 0.3 3.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** 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 6.81 5.182 0.20( 0.13) 0.65 1.5 3.31 2 6.87 7.87 4.773 0.20( 0.13) 0.65 1.6 3.16 3 6.62 9.16 4.373 0.20( 0.13) 0.65 1.7 3.10 4 6.32 10.16 4.121 0.20( 0.13) 0.65 1.8 3.13 Page 6 NB-P100.RES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.93 Tc(MIN.) = 6.81 EFFECTIVE AREA(ACRES) = 1.52 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.15 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.18 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.70 DOWNSTREAM(FEET) = 99.67 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.48 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.93 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.00 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.18 = 531.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.100 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.19 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 1.71 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 7.67 **************************************************************************** FLOW PROCESS FROM NODE 3.18 TO NODE 3.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.67 DOWNSTREAM(FEET) = 98.86 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.95 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.67 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.19 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.19 TO NODE 3.19 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.047 Page 7 NB-P100.RES SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.25 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 1.96 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.71 **************************************************************************** FLOW PROCESS FROM NODE 3.19 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.66 DOWNSTREAM(FEET) = 97.79 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.21 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.71 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.27 RAINFALL INTENSITY(INCH/HR) = 4.99 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 1.96 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.71 **************************************************************************** FLOW PROCESS FROM NODE 3.21 TO NODE 3.22 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 107.60 DOWNSTREAM(FEET) = 101.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.162 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.673 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.) CONDOMINIUMS - 0.55 0.20 0.400 0 8.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.27 Page 8 NB-P100.RES **************************************************************************** FLOW PROCESS FROM NODE 3.22 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.60 DOWNSTREAM(FEET) = 97.99 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.52 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.19 LONGEST FLOWPATH FROM NODE 3.21 TO NODE 3.20 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.19 RAINFALL INTENSITY(INCH/HR) = 4.66 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 3.23 TO NODE 3.24 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 205.00 ELEVATION DATA: UPSTREAM(FEET) = 104.00 DOWNSTREAM(FEET) = 102.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.893 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.763 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.) CONDOMINIUMS - 0.33 0.20 0.400 0 7.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 3.24 TO NODE 3.25 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 102.30 DOWNSTREAM(FEET) = 99.10 FLOW LENGTH(FEET) = 236.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES Page 9 NB-P100.RES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 3.23 TO NODE 3.25 = 441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.25 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.514 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.99 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 3.95 EFFECTIVE AREA(ACRES) = 1.32 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.27 **************************************************************************** FLOW PROCESS FROM NODE 3.25 TO NODE 3.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 101.00 DOWNSTREAM(FEET) = 97.99 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.27 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.68 LONGEST FLOWPATH FROM NODE 3.23 TO NODE 3.20 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.68 RAINFALL INTENSITY(INCH/HR) = 4.51 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 1.32 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.71 7.27 4.993 0.20( 0.12) 0.59 2.0 3.31 1 8.49 8.33 4.620 0.20( 0.12) 0.60 2.1 3.16 1 8.14 9.63 4.251 0.20( 0.12) 0.60 2.2 3.10 Page 10 NB-P100.RES 1 7.77 10.63 4.015 0.20( 0.12) 0.60 2.2 3.13 2 2.27 8.19 4.663 0.20( 0.08) 0.40 0.6 3.21 3 5.27 8.68 4.510 0.20( 0.08) 0.40 1.3 3.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.76 7.27 4.993 0.20( 0.10) 0.51 3.6 3.31 2 15.94 8.19 4.663 0.20( 0.10) 0.51 3.9 3.21 3 15.92 8.33 4.620 0.20( 0.10) 0.51 3.9 3.16 4 15.87 8.68 4.510 0.20( 0.10) 0.50 4.0 3.23 5 15.17 9.63 4.251 0.20( 0.10) 0.51 4.0 3.10 6 14.41 10.63 4.015 0.20( 0.10) 0.51 4.1 3.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.94 Tc(MIN.) = 8.19 EFFECTIVE AREA(ACRES) = 3.86 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.26 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 97.79 DOWNSTREAM(FEET) = 97.00 FLOW LENGTH(FEET) = 96.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.07 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.94 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.39 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.26 = 756.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.26 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.599 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.35 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.42 EFFECTIVE AREA(ACRES) = 4.21 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 17.04 **************************************************************************** FLOW PROCESS FROM NODE 3.26 TO NODE 3.27 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Page 11 NB-P100.RES ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 96.80 DOWNSTREAM(FEET) = 90.33 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.65 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.04 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.27 = 896.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.27 TO NODE 3.27 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.11 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 113.50 DOWNSTREAM(FEET) = 112.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.165 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.488 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.) COMMERCIAL - 0.20 0.20 0.030 0 6.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 4.12 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 109.40 DOWNSTREAM(FEET) = 107.60 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.92 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.99 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.12 = 436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.12 TO NODE 4.12 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.777 SUBAREA LOSS RATE DATA(AMC III): Page 12 NB-P100.RES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.42 0.20 0.030 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.030 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.80 EFFECTIVE AREA(ACRES) = 0.62 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.03 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 4.12 TO NODE 4.13 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 107.60 DOWNSTREAM(FEET) = 106.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.66 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 8.43 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.13 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.13 TO NODE 4.13 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.586 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.73 0.20 0.100 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 3.00 EFFECTIVE AREA(ACRES) = 1.35 AREA-AVERAGED Fm(INCH/HR) = 0.01 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.07 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.56 **************************************************************************** FLOW PROCESS FROM NODE 4.13 TO NODE 4.16 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 100.20 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.53 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.56 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.71 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.16 = 731.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.16 TO NODE 4.16 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 13 NB-P100.RES ============================================================================ MAINLINE Tc(MIN.) = 8.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.500 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.33 0.20 0.200 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.32 EFFECTIVE AREA(ACRES) = 1.68 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.09 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 6.78 **************************************************************************** FLOW PROCESS FROM NODE 4.16 TO NODE 4.17 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.20 DOWNSTREAM(FEET) = 97.40 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.54 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.78 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.17 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.17 TO NODE 4.17 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.359 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.48 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.41 **************************************************************************** FLOW PROCESS FROM NODE 4.17 TO NODE 4.18 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 91.22 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.68 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.41 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.18 = 996.00 FEET. Page 14 NB-P100.RES **************************************************************************** FLOW PROCESS FROM NODE 4.18 TO NODE 4.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.350 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN USER-DEFINED - 0.40 0.20 0.400 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.54 EFFECTIVE AREA(ACRES) = 2.56 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 9.93 **************************************************************************** FLOW PROCESS FROM NODE 4.18 TO NODE 4.19 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.22 DOWNSTREAM(FEET) = 90.33 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.41 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.93 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.19 TO NODE 4.19 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 9.93 9.47 4.291 0.20( 0.04) 0.20 2.6 4.10 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 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 16.94 7.62 4.861 0.20( 0.10) 0.50 3.9 3.31 2 17.04 8.54 4.553 0.20( 0.10) 0.50 4.2 3.21 3 17.03 8.67 4.513 0.20( 0.10) 0.50 4.2 3.16 4 16.94 9.03 4.410 0.20( 0.10) 0.50 4.3 3.23 5 16.21 9.98 4.164 0.20( 0.10) 0.50 4.4 3.10 6 15.40 10.99 3.940 0.20( 0.10) 0.50 4.4 3.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 4.19 = 896.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.00 7.62 4.861 0.20( 0.08) 0.39 6.0 3.31 2 26.55 8.54 4.553 0.20( 0.08) 0.39 6.5 3.21 3 26.59 8.67 4.513 0.20( 0.08) 0.39 6.6 3.16 Page 15 NB-P100.RES 4 26.67 9.03 4.410 0.20( 0.08) 0.39 6.8 3.23 5 26.53 9.47 4.291 0.20( 0.08) 0.39 6.9 4.10 6 25.85 9.98 4.164 0.20( 0.08) 0.39 7.0 3.10 7 24.52 10.99 3.940 0.20( 0.08) 0.39 7.0 3.13 TOTAL AREA(ACRES) = 7.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.67 Tc(MIN.) = 9.028 EFFECTIVE AREA(ACRES) = 6.76 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 7.0 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.19 = 1096.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.19 TO NODE 4.20 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.33 DOWNSTREAM(FEET) = 89.93 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.88 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.67 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.10 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 1136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.21 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 89.93 DOWNSTREAM(FEET) = 83.30 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.93 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.67 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.19 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.21 = 1245.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) = 9.19 EFFECTIVE AREA(ACRES) = 6.76 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.389 PEAK FLOW RATE(CFS) = 26.67 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.00 7.78 4.801 0.20( 0.08) 0.39 6.0 3.31 2 26.55 8.70 4.504 0.20( 0.08) 0.39 6.5 3.21 3 26.59 8.84 4.465 0.20( 0.08) 0.39 6.6 3.16 4 26.67 9.19 4.365 0.20( 0.08) 0.39 6.8 3.23 5 26.53 9.63 4.249 0.20( 0.08) 0.39 6.9 4.10 6 25.85 10.14 4.126 0.20( 0.08) 0.39 7.0 3.10 7 24.52 11.16 3.906 0.20( 0.08) 0.39 7.0 3.13 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 16 NB-P100.RES   Page 17 APPENDIX 3 HYDRAULIC CALCULATIONS PIPE CAPACITY TABLE* Based on Manning's equation, flowing fulln = 0.011From Hydrology, Q25 per acre (based on Sub‐areas A1‐A3)= 3.15 cfs/ac.Allowable Capture Area is the maximum area that the pipe  can handlegiven the pipe size, slope and assume full flow.PIPE SIZE (in) PIPE SIZE (ft)  Area (sf) Hyd. Radius Slope, s Q (cfs)Allowable Capture Area (ac)Allowable Capture Area (sf)4 0.333 0.087 0.083 0.005 0.16 0.05 21994 0.333 0.087 0.083 0.01 0.22 0.07 31104 0.333 0.087 0.083 0.02 0.32 0.10 43994 0.333 0.087 0.083 0.03 0.39 0.12 53876 0.500 0.196 0.125 0.005 0.47 0.15 64846 0.500 0.196 0.125 0.01 0.66 0.21 91706 0.500 0.196 0.125 0.02 0.94 0.30 129686 0.500 0.196 0.125 0.03 1.15 0.36 15883ROOF LOCATIONLargest Tributary Roof Area (sf) to downdrainMin. pipe size (in)Min. pipe slope5 Clubhouse Dr. 780 4 0.0056 Clubhouse Dr 835 4 0.005Tennis Clubhouse 2238 4 0.01