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Attachment 8I - Preliminary Drainage Study
PRELIMINARY DRAINAGE STUDY For: Nirvana Business Park DR21-0024 821 Main Street Chula Vista, CA 91911 APN: 644-050-13, 644-050-14, and 644-050-80 Prepared By: 3-14-2022 Gregory W. Lang, P.E. RCE 68075 EXP: 06-30-23 Pasco Laret Suiter & Associates, Inc. 119 Aberdeen Drive Cardiff, CA 92007 Prepared for: VWP-OP Nirvana Owner, LLC 2390 East Camelback Road, Suite 305 Phoenix, AZ 85016 May 5, 2022 PLSA Job No. 3668 DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Chula Vista is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. Gregory W. Lang DATE R.C.E. 68075 EXP. 6-30-23 3 TABLE OF CONTENTS 1. INTRODUCTION ............................................................................................................................... 4 1.1 Project Description ......................................................................................................................... 5 1.2 Existing Conditions ........................................................................................................................ 6 1.3 Proposed Conditions ....................................................................................................................... 7 2. METHODOLOGY .............................................................................................................................. 9 2.1 Rational Method ........................................................................................................................... 10 2.2 Runoff Coefficient ........................................................................................................................ 11 2.3 Rainfall Intensity .......................................................................................................................... 13 2.4 Tributary Areas ............................................................................................................................. 13 2.5 Hydraulics .................................................................................................................................... 13 2.6 Energy Dissipation ....................................................................................................................... 13 2.7 Curb Inlet and Catch Basin Sizing ............................................................................................... 14 2.8 Detention Basin Routing .............................................................................................................. 14 3. CALCULATIONS/RESULTS .......................................................................................................... 16 3.1 Pre- & Post-Development Peak Flow Comparison ...................................................................... 16 3.2 Storm Water Quality..................................................................................................................... 17 3.3 Hydromodification ....................................................................................................................... 17 4. CONCLUSION .................................................................................................................................. 17 Appendix 1 ........................................................ Existing Condition Hydrology Node Maps Appendix 2 ....................................................... Proposed Condition Hydrology Node Maps Appendix 3 .............................................................................. Hydrology Design Summary Appendix 4 .................................................................... AES Rational Method Calculations Appendix 5 ....................................................................... Modified-Puls Detention Routing Appendix 6 ................................................................................................. WSPGW Output Appendix 7 ............................................................................................... HEC-RAS Output 4 5 1. INTRODUCTION This Preliminary Drainage Study for the proposed Nirvana Business Park has been prepared to analyze the hydrologic characteristics of the existing and proposed project site. This report presents both the methodology and the calculations used for determining the storm water runoff from the project site in the existing and proposed conditions produced by the 50-year and 100-year, 6-hour storm event. 1.1 Project Description The Nirvana Business Park is an industrial complex consisting of three two-story buildings and one three-story storage facility totaling 296,753 square feet on 13.31 acres, located at 821 Main Street in the City of Chula Vista, San Diego County, California. The property is defined as Parcel 1 and 2 of Parcel Map 21587 and a portion of Lot 2, Sec 20, T18S, R1E San Bernadino Meridian of ROS 16999. The project site is identified as Tax Assessor parcel numbers – APN 644-050-13, 14 and a portion of 644-050- 80. The project includes Design Review to construct four buildings as follows: • Building 1 – a 59,044 square-foot warehouse with office and mezzanine • Building 2 – a 44,592 square-foot warehouse with office and mezzanine • Building 3 – a 140,802 square-foot, 3-story self-storage building • Building 4 – a 50,030 warehouse with office and mezzanine The site is General Plan designated IL – Limited Industrial and Zoned (ILP) Limited Industrial. The proposed light industrial uses include primarily warehouse and manufacturing, assembly, storage, and warehouse distribution. The self-storage facility will feature interior and exterior accessible storage spaces, with surface loading and elevators for upper floors. Hours of operation for the business park are planned to be Monday through Friday 6:00 a.m. to 6:00 p.m. and Saturday 6:00 a.m. to noon. The self-storage facilities will have 24/7 access. The existing site is currently undeveloped except for existing, public drainage infrastructure located along the southern property boundary on the north side of Main Street. The site is bounded to the north by automobile salvage yards, to the west by industrial buildings, to the south by Main Street, and to the east by the Otay Ranch Village 3 development. The site condition is divided into four (4) drainage basins, Basin A through Basin D, and four (4) separate discharge locations across the project site. Treatment of storm water runoff from the site has been addressed in a separate report- Storm Water Quality Management Plan for Nirvana Business Park by PLSA, dated March 14, 2022. The project’s Points of Compliance (POCs) for hydromodification management have been detailed on the Node Maps found in Appendix 1 and 2. Per Section 3 – General Design Criteria of the City of Chula Vista Subdivision Manual (March 2012), the Modified Rational Method should be used to determine peak flow rates when the contributing drainage area is up to 1.0 square mile in size. All public and private drainage facilities shall be designed for a 100-year frequency storm. In addition, all drainage facilities within street right of ways shall be designed for a 50-year frequency storm. 6 Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with the criteria set forth in Section 3 – General Design Criteria of the City of Chula Vista Subdivision Manual, revised March 2012. Existing hydrologic data was found from the City of Chula Vista Drainage Master Plan, dated February 2005. The project site is located in the Otay River Drainage Basin. 1.2 Existing Conditions The 13.31-acre project site consists of undeveloped land located northeast of the intersection of Main Street and Nirvana Avenue along the north side of Main Street. Topographically, the site slopes from the north to the southerly property boundary, comprised of four (4) existing drainage basins with four (4) discharge locations. There are two (2) major offsite drainage conveyances through the project site. Existing Drainage Basin A comprises the western portion of the site and includes offsite runoff from an offsite area northwest of the project site. Offsite runoff is conveyed through a 60” corrugated steel pipe (CSP) storm drain and splits into two (2) 54” CSP storm drains before discharging through a headwall at the northwest corner of the site. The existing 50-year offsite flow is 181.47 cubic feet per second per the City of Chula Vista Drainage Master Plan (see Appendix 3 for references). Flow then travels south through an open channel to an existing public 6' x 2.5' double RCB culvert system underneath Main Street. The culvert system discharges to the south of Main Street and into the Otay River Valley. Existing Drainage Basin B is located in the center of the site and includes offsite runoff from the north. Offsite runoff is conveyed through a 72” CSP storm drain and discharges through a headwall at the northern property boundary. The existing 50-year peak source flow is 312.81 cubic feet per second per the City of Chula Vista Drainage Master Plan (see Appendix 3 for references). Flow then travels south through an open channel to three (3) existing public 48" RCP storm drains underneath Main Street. The culvert system discharges to the south of Main Street and into the Otay River Valley. Existing Drainage Basin C comprises the eastern portion of the site. Runoff surface flows down the existing hillside and across the southern property boundary into Main Street. Runoff is then directed via curb and gutter to an existing Type B curb inlet along Main Street. The curb inlet discharges south through an existing 24” RCP storm drain and into the Otay River Valley. Existing Drainage Basin D comprises the southern portion of the site. Runoff sheet flows down the existing hillside and across the southern property boundary into Main Street. Runoff is then directed via curb and gutter to an existing Type B curb inlet along Main Street. The curb inlet discharges south through an existing 18” RCP storm drain and into the Otay River Valley. For additional information regarding the existing storm drain infrastructure conveying offsite drainage, refer to As-Built Drawing No. 75-97, 75-98D and 75-101D on file with the City of Chula Vista. Existing 50-year peak flow rates at the storm drain outfalls were found from the City of Chula Vista Drainage Master Plan (see Appendix 3 for references). The Otay River flows to the west and outlets at the San Diego Bay and ultimately the Pacific Ocean. The site is not within a FEMA 100-year floodplain boundary or regulatory floodway. Per the United States Department of Agriculture (USDA) Web Soil Survey, the project site is Hydrologic Soil Group C and D. Refer to Appendix C of this report for the USDA Web Soil Survey and geotechnical findings. 7 Table 1.1 summarizes the existing condition 100-year peak flows at the project’s discharge locations. Table 1.2 summarizes the existing condition 50-year peak flows at the project’s discharge locations including offsite flow from the public storm drain channels. For delineated basin details, please refer to the Existing Condition Hydrology Node Map included in Appendix 1 of this report. TABLE 1.1 – Summary of Existing Condition 100-Year Peak Flows Existing Drainage Basin Drainage Area (ac) Runoff Coefficient, C Tc (min) 100-Year Intensity, I (in/hr) Existing Q100 (cfs) Basin A 4.41 0.57 5.19 6.24 15.44 Basin B 2.96 0.58 4.35 6.32 10.90 Basin C 4.77 0.57 4.87 6.32 17.22 Basin D 1.26 0.60 5.00 6.32 4.77 Total 13.39 0.58 48.33 TABLE 1.2 – Summary of Existing Condition 50-Year Peak Flows Existing Drainage Basin Drainage Area (ac) Runoff Coefficient, C Tc (min) 50-Year Intensity, I (in/hr) Existing Q50 (cfs) Offsite Flow Q50 (cfs) Summed Data Flow Q50 (cfs) Basin A 4.41 0.57 4.46 5.53 13.70 181.47 195.17 Basin B 2.96 0.58 3.34 5.53 9.54 312.81 322.35 Basin C 4.77 0.57 4.87 5.53 15.07 0 15.07 Basin D 1.26 0.60 5.00 5.53 4.18 0 4.18 Total 13.39 0.58 42.49 494.28 536.77 Note: Offsite flows are the cumulative source flows from the existing offsite drainage conveyances. See the Existing Condition Hydrology Node Map (Appendix 1) for location of existing offsite drainage conveyances. Summed Data flow is the Existing 50-year peak flow plus the Offsite Flow. 1.3 Proposed Conditions The project will include the construction of four industrial buildings, paved roadways and parking areas, retaining walls, and other associated improvements. The project will be accessed by a proposed driveway off Nirvana Avenue. Drainage improvements will consist of curb inlets, catch basins, ribbon gutters, brow ditches, and storm drain pipes. The project will also have two underground detention systems and for peak flow attenuation as well as two proprietary Modular Wetland Systems for storm water quality treatment. The proposed site will consist of four (4) major drainage basins with four (4) discharge locations to mimic the existing conditions. The site grading and onsite storm drain system have been designed to avoid diversion of drainage. The two existing on-site, open channel drainage conveyances which transport off-site storm water from upstream public storm drain infrastructure will be replaced with a new 60” RCP pipe and a 72” RCP pipe. The existing open channels will be replaced by pipe storm drain infrastructure to allow the grading and development of the property since the existing channels bisect the property from its access point out to 8 Nirvana Avenue. The proposed alignment of these two new drainage systems will be slightly adjusted from the existing open channel flow paths through the property but maintain the same connection points to the existing public storm drain infrastructure north of the project site and south of the project site as in the existing condition. The new on-site storm drain infrastructure will convey the off-site run-on to the existing discharge points along the southerly property line to the existing public storm drain infrastructure underneath Main Street. The existing public storm drain easements per PM 21587 will be vacated and new public storm drain easements will be prepared to align with the proposed public, on-site storm drain infrastructure. A 60"-dia RCP storm drain will convey offsite runoff from the northwest and discharge to the existing 6' x 2.5' double RCB culvert system underneath Main Street. The existing culvert system discharges to the south of Main Street and into the Otay River. A 72"-dia RCP storm drain will convey offsite runoff from the north and discharge to the three (3) existing 48"-dia RCP storm drains underneath Main Street. The three (3) existing 48"-dia RCP storm drains discharge to the south of Main Street and into the Otay River. Storm water runoff from the western portion of the proposed development (Drainage Basin A) is routed to the northwest corner of the site for storm water treatment and detention and discharged into the proposed 60" RCP offsite runoff storm drain system. Runoff from the cut slope at the northwest corner of the site will discharge directly to the 60" RCP storm drain system. The proposed 60” RCP storm drain will connect to the existing 6' x 2.5' double RCB culvert system underneath Main Street. Storm water from the eastern portion of the proposed development (Drainage Basin B) is routed to the northeast corner of the site for storm water treatment and detention and discharged into the proposed 72" RCP offsite runoff storm drain system. Slope runoff along the northern property boundary will discharge directly into the proposed 72” RCP storm drain system. The proposed 72” RCP storm drain will connect to the existing triple 48" RCP storm drain system underneath Main Street. Slope runoff along the southern property boundary will sheet flow into a new brow ditch located along the right-of-way line along Main Street. There is a high point on Main Street which forms two drainage basins. Runoff from Drainage Basin C will discharge into the existing Type B curb inlet and existing 18” RCP storm drain under Main Street. Runoff from Drainage Basin D will discharge into the existing Type B curb inlet and existing 24” RCP storm drain under Main Street. All developed site runoff discharges through existing storm drain infrastructure and into the Otay River. The Otay River travels west and outlets at the San Diego Bay and ultimately the Pacific Ocean. Prior to discharging from the project site, the project’s runoff is directed to a series of BMPs including trash screen devices, Contech pretreatment units, StormTrap underground detention vaults, and BioClean Modular Wetland Systems. The underground detention vaults have been designed to meet 50-year and 100-year peak flow detention requirements. The Modular Wetland Systems (MWS) have been designed for storm water treatment. Treatment of storm water runoff from the site has been addressed in a separate report- “Priority Development Project (PDP) Storm Water Quality Management Plan (SWQMP) for Nirvana Business Park” by Pasco Laret Suiter & Associates. The project is exempt from hydromodification management requirements. The underground detention vaults have been designed to provide flow control in the form of peak flow attenuation. The vaults have been designed to include low-flow and mid-flow orifice outlets and an overflow weir to control peak flows for the design storms analyzed. The required water quality treatment flow is diverted to the downstream Modular Wetland System in accordance with City of Chula Vista BMP Design Manual. Overflow relief for the 100-year storm event is provided with a partition weir 9 installed within the vaults and discharged directly to the proposed 60”-dia and 72”-dia storm drain pipes conveying offsite runoff through the project site. Table 1.3 below summarizes the proposed and detained condition 100-year peak flows at the project’s discharge locations. Table 1.4 below summarizes the proposed and detained condition 50-year peak flows at the project’s discharge locations, including offsite flow from the public storm drain channels. For delineated basin details, please refer to the Proposed Condition Hydrology Node Map included as an Attachment of this report. TABLE 1.3 – Summary of Proposed Condition 100-Year Peak Flows Proposed Drainage Basin Drainage Area (ac) Runoff Coefficient, C Tc (min) 100-Year Intensity, I (in/hr) Proposed Q100 (cfs) Detained Q100 (cfs) Basin A 7.50 0.81 9.31 4.47 27.06 14.44 Basin B 5.72 0.82 6.00 5.93 27.54 10.64 Basin C 0.48 0.60 5.00 6.32 1.82 1.82 Basin D 0.31 0.60 5.00 6.32 1.16 1.16 Total 14.00 0.80 57.58 28.06 Note: Proposed 100-year flows are post-project peak flows that have not been reduced from detention routing. TABLE 1.4 – Summary of Proposed Condition 50-Year Peak Flows Proposed Drainage Basin Drainage Area (ac) Runoff Coefficient, C Tc (min) 50-Year Intensity, I (in/hr) Proposed Q50 (cfs) Detained Q50 (cfs) Offsite Flow Q50 (cfs) Summed Data Flow Q50 (cfs) Basin A 7.50 0.81 9.20 4.47 23.34 9.33 181.47 190.80 Basin B 5.72 0.82 6.11 5.15 23.91 7.14 312.81 319.95 Basin C 0.48 0.60 5.00 5.53 1.59 1.59 0 1.59 Basin D 0.31 0.60 5.00 5.53 1.01 1.01 0 1.01 Total 14.00 0.80 49.86 19.08 494.28 513.36 Note: Proposed 50-year flows are post-project peak flows that have not been reduced from detention routing. Offsite flows are the cumulative source flows from the existing offsite drainage conveyances. See Proposed Condition Hydrology Node Map (Appendix 2) for location of existing offsite drainage conveyances. Summed Data flow is the Detained 50-year peak flow plus the Offsite Flow. 10 2. METHODOLOGY Runoff calculations for Nirvana Business Park, have been performed in accordance with Section 3 – General Design Criteria of the City of Chula Vista Subdivision Manual dated March 2012. Per City of City of Chula Vista design criteria, the Modified Rational Method should be used to determine peak flowrates for local drainage basins. Advanced Engineering Software (AES) was used to calculate the peak runoff from the 50-year and 100-year, 6-hour storm event using the Rational Method. Please refer to this report’s Appendix for the results of these calculations. 2.1 Rational Method As mentioned above, runoff from the project site was calculated for the 50-year and 100-year storm event. Runoff was calculated using the Rational Method which is given by the following equation: Q = C x I x A Where: Q = Flow rate in cubic feet per second (cfs) C = Runoff coefficient I = Rainfall Intensity in inches per hour (in/hr) A = Drainage basin area in acres, (ac) Rational Method calculations were performed using the AES 2016 computer program. To perform the hydrology routing, the total watershed area is divided into sub-areas which discharge at designated nodes. The procedure for the sub-area summation model is as follows: (1) Subdivide the watershed into an initial sub-areas and subsequent sub-areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub-area. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. The minimum Tc considered is 5.0 minutes. All Tc values for the proposed project were assumed to be 5 minutes due to the small size of each contributing drainage area. (3) Using the initial Tc, determine the corresponding values of I. Then Q = CIA. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) For drainage areas where the runoff is not conveyed in a defined channel, or the drainage pattern is sheet flow, the 50-year and 100-year flow rates are calculated using Q = CIA. The time of concentration is assumed to be 5 minutes when calculating the rainfall intensity. Refer to Table 1.1 for the 50-year and 100-year peak flow calculation for Existing Drainage Basin D, and Table 1.2 for the 50-year and 100-year peak flow calculation for Proposed Drainage Basin C and Proposed Drainage Basin D. 11 2.2 Runoff Coefficient In accordance with City of Chula Vista design standards, runoff coefficients were based on land use. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Section 3- 203.3 of the City of Chula Vista Subdivision Manual and multiplied by the percentage of total area (A) included in that class. The sum of products for all land uses is the weighted runoff coefficient (∑[C]). See Tables 2.1 and 2.2 below for weighted runoff coefficient “C” calculations. The Existing and Proposed Condition Hydrology Node Maps show the drainage basin subareas, on-site drainage system and nodal points. Runoff coefficients of 0.55 and 0.60 were selected from Section 3-203.3 for hilly and steep vegetated slopes, consistent with existing conditions. The existing site is assumed to be 0% impervious. See Table 2.1 below for existing condition weighted runoff coefficient “C” calculations. In the proposed condition, the developed site was assigned a runoff coefficient of 0.85 for commercial area. Developed slopes along the northern and southern property boundary were classified as steep per Section 3-203.3 and assigned a runoff coefficient of 0.60. See Table 2.2 below for proposed condition weighted runoff coefficient “C” calculations. TABLE 2.1- Summary of Existing Condition Weighted Runoff Coefficient Calculations Existing Condition - Weighted Runoff Coefficient Up Node Down Node Area (ac) C1 A1 C2 A2 C 10 11 0.13 0.45 0.13 0.60 0.00 0.45 11 12 3.48 0.45 3.48 0.60 0.00 0.45 20 13 0.13 0.45 0.00 0.60 0.13 0.60 21 21 0.13 0.45 0.13 0.60 0.00 0.45 30 22 2.10 0.45 2.10 0.60 0.00 0.45 Basin D 2.24 0.45 0.00 0.60 2.24 0.60 Note: C values taken from Section 3-203.3 of the City of Chula Vista Subdivision Manual Runoff Coefficient of 0.55 for Vegetated Slopes, Hilly Runoff Coefficient of 0.60 for Vegetated Slopes, Steep 12 TABLE 2.2- Summary of Proposed Condition Weighted Runoff Coefficient Calculations Proposed Condition - Weighted Runoff Coefficient Up Node Down Node Area (ac) C1 A1 C2 A2 C 100 101 0.12 0.85 0.12 0.60 0.00 0.85 101 102 0.62 0.85 0.62 0.60 0.00 0.85 103 102 0.16 0.85 0.16 0.60 0.00 0.85 105 104 0.64 0.85 0.64 0.60 0.00 0.85 107 106 0.63 0.85 0.63 0.60 0.00 0.85 109 108 1.62 0.85 1.62 0.60 0.00 0.85 111 110 0.20 0.85 0.20 0.60 0.00 0.85 113 112 1.23 0.85 1.16 0.60 0.07 0.83 115 114 1.14 0.85 1.14 0.60 0.00 0.85 118 117 0.58 0.85 0.00 0.60 0.58 0.60 122 122 0.42 0.85 0.00 0.60 0.42 0.60 200 201 0.05 0.85 0.05 0.60 0.00 0.85 201 202 0.65 0.85 0.65 0.60 0.00 0.85 203 202 0.60 0.85 0.60 0.60 0.00 0.85 205 204 0.28 0.85 0.00 0.60 0.28 0.60 207 206 0.31 0.85 0.31 0.60 0.00 0.85 208 208 0.34 0.85 0.34 0.60 0.00 0.85 209 210 0.31 0.85 0.31 0.60 0.00 0.85 211 211 0.45 0.85 0.45 0.60 0.00 0.85 213 212 0.68 0.85 0.68 0.60 0.00 0.85 215 214 1.53 0.85 1.53 0.60 0.00 0.85 218 218 0.32 0.85 0.00 0.60 0.32 0.60 219 219 0.08 0.85 0.00 0.60 0.08 0.60 220 220 0.09 0.85 0.00 0.60 0.09 0.60 Basin C 0.48 0.85 0.00 0.60 0.48 0.60 Basin D 0.31 0.85 0.00 0.60 0.31 0.60 Note: C values taken from Section 3-203.3 of the City of Chula Vista Subdivision Manual Runoff Coefficient of 0.85 for Commercial Area Runoff Coefficient of 0.60 for Vegetated Slopes, Steep 13 2.3 Rainfall Intensity Rainfall intensity is calculated per Section 3-203.3 of the City of Chula Vista Subdivision Manual, which is given by the following equation: I = 7.44P6D-0.645 Where: I = Rainfall Intensity in inches per hour (in/hr) P6 = Adjusted 6-hour storm precipitation D = Duration in minutes (use Tc) The intensity values for varying time of concentrations were input manually into the AES computer program where runoff calculations were performed. The 6-hour storm rainfall amount (P6) for the 50- year and 100-year storm frequency was determined using City of Chula Vista Isopluvial Maps provided from Figure 7 of the City of Chula Vista Drainage Master Plan. See Appendix 3 of this report for Isopluvial maps for the 50-year and 100-year rainfall event. 2.4 Tributary Areas Drainage basins for the existing and proposed project site are delineated in the Existing and Proposed Condition Hydrology Node Maps located in Appendix 1 and 2 of this report and graphically portray the tributary area for each drainage basin. 2.5 Hydraulics The hydraulics of existing and proposed storm drain pipes were analyzed using the AES computer program. For pipe flow, a Manning’s N value of 0.011 was used to reflect the use of HDPE pipe. A Manning’s N value of 0.013 was used to reflect the use of RCP pipe. The County of Los Angeles Water Surface Pressure Gradient (WSPGW) program was used to perform the hydraulic grade line analysis of the proposed 60” and 72” storm drain conveyance systems in conformance with the City of Chula Vista Subdivision Manual (March 2012). The WSPGW program computes and plots uniform and non-uniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The flow in a system may alternate between supercritical, sub-critical, or pressure flow in any sequence. The program uses mathematical and hydraulic principles to calculate data such as cross-sectional area, wetted perimeter, normal depth, critical depth, velocity, pressure, and momentum. Hydraulic analysis has been performed based on the proposed 50-year condition as described in Section 1.3. Refer to Appendix 6 for detailed WSPGW output. The 50-year storm was analyzed for the storm drains that convey the off-site run-on and the existing public storm drain infrastructure per the City of Chula Vista’s Subdivision Manual Section 3 General Design Criteria in Section 3-201.3. The results of the WSPGW analysis shows high velocities in the proposed 60” RCP and 72” RCP storm drain pipes. To mitigate potential RCP pipe abrasion from high peak velocities, thicker wall RCP pipe with high-strength concrete will be used. The new RCP pipes will also be installed with a slurry backfill in the pipe bedding zone. For pipe velocities that exceed 20 feet per second, the concrete thickness on the inside of the RCP pipe will be increased by a minimum of 1.5 inches to provide additional concrete cover over the pipe’s reinforcing steel and over the reinforcing steel for the proposed box culvert. The concrete design strength for reinforced concrete pipe and box culverts in these reaches shall be 5,000 psi for 14 velocities exceeding 20 feet per second and 6,000 psi for velocities exceeding 30 feet per second. In addition, water tight joints will be utilized in accordance with ASTM C76/C443/C361 & C655, Greenbook S 207-2 and Caltrans S 65 requirements. 2.6 Energy Dissipation The proposed flow velocity at the downstream end of the existing public storm drain facilities was calculated using WSPGW. The size of existing rip rap energy dissipation at the existing storm drain systems’ outfalls are per As-Built Drawing No. 92-160 for the existing double 48” RCP storm drain outfall under Main Street (50-Year Existing Condition Hydrology Node 14) and Drawing No. 94-103 for the existing triple 48” RCP storm drain outfall under Main Street (50-Year Existing Condition Hydrology Node 23). The proposed peak 50-year velocities were compared to the design velocity rating of the existing rip rap rock class and thickness per the table found in San Diego Regional Standard Drawing (SDRSD) D-40. Since the existing rip rap energy dissipaters are not sufficiently sized for energy dissipation the proposed 50-year peak flow rates and velocities, the existing rip rap pads will be re- constructed. The existing rip rap pads will be grouted and additional rip rap will be placed down gradient of the grouted rip rap at lengths shown on the Proposed Condition Hydrology Node Map – 50-Year Storm Frequency. See 50-Year Proposed Condition Hydrology Nodes 124 and 221 for proposed rip rap locations. The sizes of the new rip rap pads have been calculated using HEC-RAS software. Please refer to Appendix 7 for HEC-RAS output. The 50-year storm was analyzed for the storm drains that convey the off-site run-on and the existing public storm drain infrastructure per the City of Chula Vista’s Subdivision Manual Section 3 General Design Criteria in Section 3-201.3. 2.7 Curb Inlet and Catch Basin Sizing Curb inlets and catch basins will be sized in accordance with City of Chula Vista Subdivision Manual (March 2012) upon final engineering. 15 2.8 Detention Basin Routing The detention facility was modeled using the Army Corps of Engineers HEC-HMS 4.3 software. Hydraulic Modified-Puls detention routing was performed to analyze the developed condition 50-year and 100-year peak flow rate at the project’s detention system. Stage-storage-discharge tables were generated and input into HEC-HMS to model the design of the vault outlet structure. This procedure was selected in order to model the flow control requirements and to accurately represent the middle stages of the BMP for accurate mid-flow orifice and emergency weir sizing. The stage-storage-discharge tables have been provided in Appendix 5. The HEC-HMS Modified-Puls results are summarized in Table 2.3 below. TABLE 2.3- Summary of 100-Year Detention Basin Routing Detention Basin Tributary Area (ac) Runoff Coefficient, C Inflow Tc (min)1 100-Year Peak Inflow (cfs) Outflow Tc (min) 100-Year Peak Outflow (cfs) Peak Elevation (ft)2 BMP-A1 6.49 0.85 10 25.13 16 12.79 6.99 BMP-B1 5.22 0.85 6 27.00 12 9.98 5.14 Notes: (1) Inflow time of concentration rounded to the nearest time interval that HEC-HMS could accept (2) Peak elevation measured from the invert of the mid-flow orifice (3) P6-100yr = 2.4 inches TABLE 2.4- Summary of 50-Year Detention Basin Routing Detention Basin Tributary Area (ac) Runoff Coefficient, C Inflow Tc (min)1 50-Year Peak Inflow (cfs) Outflow Tc (min) 50-Year Peak Outflow (cfs) Peak Elevation (ft)2 BMP-A1 6.49 0.85 10 21.67 17 7.91 6.55 BMP-B1 5.22 0.85 6 23.47 11 6.44 4.38 Notes: (1) Inflow time of concentration rounded to the nearest time interval that HEC-HMS could accept (2) Peak elevation measured from the invert of the mid-flow orifice (3) P6-50yr = 2.1 inches A Rational Method inflow hydrograph was generated using RickRat Hydro software from Rick Engineering. The parameters of the drainage area were entered into RickRat Hydro software to generate an inflow hydrograph. The data from this hydrograph was then entered into HEC-HMS software to model the release rates from the detention system. HEC-HMS allows for hydrology input time steps of 1, 2, 3, 4, 5, 10, 15 & 20 minutes. Rick Rat Hydro requires a minimum time of concentration (Tc) of 5 minutes. Therefore, the time of concentration (Tc) used for the concentration of the hydrograph was rounded to the nearest time interval that RickRat Hydro and HEC-HMS could accept. The peak flow remains as per the modified Rational Method analysis and is not reduced (or increased) from this hydrograph development accordingly. Rational Method hydrographs, stage-storage-discharge relationships and HEC-HMS model output is provided in Appendix 5 of this report. 16 3. CALCULATIONS/RESULTS 3.1 Pre- & Post-Development Peak Flow Comparison Below are a series of tables which summarize the calculations provided in the appendices of this report. Table 3.1 itemizes the existing condition peak flow rates for the 50-year and 100-year storm event at the project’s discharge locations. TABLE 3.1- Existing Condition Peak Flow Summary Drainage Basin Drainage Area (ac) Runoff Coefficient, C Existing Q100 (cfs) Existing Q50 (cfs) Basin A 4.41 0.57 15.44 13.70 Basin B 2.96 0.58 10.90 9.54 Basin C 4.77 0.57 17.22 15.07 Basin D 1.26 0.60 4.77 4.18 Total 13.39 0.58 48.33 42.49 Table 3.2 itemizes the proposed unmitigated and mitigated condition peak flow rates for the 50-year and 100-year storm event at the project’s discharge locations. TABLE 3.2- Proposed and Detained Condition Peak Flow Summary Drainage Basin Drainage Area (ac) Runoff Coefficient, C Detained Q100 (cfs) Detained Q50 (cfs) Basin A 7.50 0.81 14.44 9.33 Basin B 5.72 0.82 10.64 7.14 Basin C 0.48 0.60 1.82 1.82 Basin D 0.31 0.60 1.16 1.16 Total 14.00 0.80 28.06 19.45 17 Table 3.3 shows that the total storm water peak flow for the proposed development is less than the existing storm water peak flow for the 50-year and 100-year rainfall event. TABLE 3.3- Existing Vs. Detained Condition Peak Flow Summary Drainage Basin Existing Q100 (cfs) Detained Q100 (cfs) Existing Vs. Detained Q100 (cfs) Existing Q50 (cfs) Detained Q50 (cfs) Existing Vs. Detained Q50 (cfs) Basin A 15.44 14.44 -1.00 13.70 9.33 -4.37 Basin B 10.90 10.64 -0.26 9.54 7.14 -2.40 Basin C 17.22 1.82 -15.40 15.07 1.82 -13.25 Basin D 4.77 1.16 -3.61 4.18 1.16 -3.02 Total 48.33 28.06 -20.28 42.49 19.45 -23.04 3.2 Storm Water Quality The proposed site will have a Modular Wetland System that will provide the required storm water quality treatment for the project. For information regarding BMP sizing and the water quality design, refer to the Storm Water Quality Management Plan for Nirvana Business Park by PLSA, dated March 14, 2022, under separate cover. 3.3 Hydromodification The project is exempt from hydromodification management plan (HMP) requirements. For additional information regarding HMP exemption, refer to the Storm Water Quality Management Plan for Nirvana Business Park by PLSA, dated March 14, 2022, under separate cover. 4. CONCLUSION This report analyzed the 50-year and 100-year storm event hydrology for the proposed site using the Advanced Engineering Software (AES) and demonstrated that the post-developed peak flow rates are less than the pre-developed peak flow rates at the project’s discharge locations. In addition, the proposed storm drain systems are sized to convey the proposed flow rates and calculations can be found in the appendices of this report. As shown in Tables 3.1 through 3.3, the proposed project will not contribute storm water runoff which would exceed the capacity of existing or planned storm water drainage systems. As discussed in Section 2.5, the proposed RCP pipe and concrete box culverts will be slurry backfilled to help mitigate the anticipated peak flow velocities through these systems. In addition, concrete cover over the reinforcing steel inside of the storm drain conduits will be increased by 1-1/2 inches, higher strength concrete will be utilized, and water tight gasket joints will be constructed as additional measures to help mitigate the anticipated high velocities in the new proposed storm drain systems. While the 50-year peak flow velocity in the two existing public storm drain systems in Main Street are higher than in the existing condition, the proposed redesigned rip rap energy dissipaters will effectively attenuate the flows as per the County of San Diego’s Hydraulic Design Manual. As showing in the hydraulic analysis presented in Appendix 7, the proposed rip rap energy dissipaters at the existing public storm drain outfalls into the Otay River have been adequately sized to handle the increased peak 50-year velocities from the proposed project. Appendix 1 Existing Condition Hydrology Node Maps Appendix 2 Proposed Condition Hydrology Node Maps Appendix 3 Hydrology Design Summary Appendix 4 AES Rational Method Calculations ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 NORTH HIGHWAY 101 SUITE A SOLANA BEACH CA 92705 ---------------------------------------------------------------------------- FILE NAME: 3668E50.DAT TIME/DATE OF STUDY: 16:14 03/23/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 50.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; 5.533 2) 10.000; 3.538 3) 15.000; 2.724 4) 20.000; 2.263 5) 25.000; 1.959 6) 30.000; 1.742 7) 40.000; 1.447 8) 50.000; 1.253 9) 60.000; 1.114 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 0.0312 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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 190.00 EXISTING CONDITION - 50 YEAR DOWNSTREAM ELEVATION(FEET) = 159.00 ELEVATION DIFFERENCE(FEET) = 31.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.666 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 181.47(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 115.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 181.47 AREA(AC.) = 115.00 * SUMMED DATA: FLOW(CFS) = 182.07 TOTAL AREA(ACRES) = 115.18 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 130.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 483.00 CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 188.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 12.09 AVERAGE FLOW DEPTH(FEET) = 2.34 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 4.33 SUBAREA AREA(ACRES) = 4.23 SUBAREA RUNOFF(CFS) = 13.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.562 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 13.70 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.37 FLOW VELOCITY(FEET/SEC.) = 12.22 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 129.01 DOWNSTREAM(FEET) = 126.97 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 52.0 INCH PIPE IS 33.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.55 GIVEN PIPE DIAMETER(INCH) = 52.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 195.17 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 4.42 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 119.00 DOWNSTREAM(FEET) = 118.80 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.89 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 195.17 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 4.48 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 52.00 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 154.00 ELEVATION DIFFERENCE(FEET) = 21.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.013 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 312.81(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 227.30(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(AC.) = 227.30 * SUMMED DATA: FLOW(CFS) = 313.08 TOTAL AREA(ACRES) = 227.38 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 175.00 DOWNSTREAM(FEET) = 130.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 346.00 CHANNEL SLOPE = 0.1283 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 317.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 18.35 AVERAGE FLOW DEPTH(FEET) = 2.48 TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 3.33 SUBAREA AREA(ACRES) = 2.89 SUBAREA RUNOFF(CFS) = 9.27 AREA-AVERAGE RUNOFF COEFFICIENT = 0.581 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 9.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.51 FLOW VELOCITY(FEET/SEC.) = 18.35 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 398.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 130.31 DOWNSTREAM(FEET) = 128.05 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 16.31 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 3 PIPE-FLOW(CFS) = 322.35 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 3.47 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 86.00 UPSTREAM ELEVATION(FEET) = 221.00 DOWNSTREAM ELEVATION(FEET) = 214.00 ELEVATION DIFFERENCE(FEET) = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.149 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 214.00 DOWNSTREAM(FEET) = 139.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.3125 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 2.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.40 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 4.89 SUBAREA AREA(ACRES) = 4.64 SUBAREA RUNOFF(CFS) = 14.63 AREA-AVERAGE RUNOFF COEFFICIENT = 0.571 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 15.07 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 6.73 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 326.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.8 TC(MIN.) = 4.89 PEAK FLOW RATE(CFS) = 15.07 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 NORTH HIGHWAY 101 SUITE A SOLANA BEACH CA 92705 ---------------------------------------------------------------------------- FILE NAME: 3668P50.DAT TIME/DATE OF STUDY: 16:21 03/23/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 50.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; 5.533 2) 10.000; 3.538 3) 15.000; 2.724 4) 20.000; 2.263 5) 25.000; 1.959 6) 30.000; 1.742 7) 40.000; 1.447 8) 50.000; 1.253 9) 60.000; 1.114 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 0.0312 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.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 184.00 PROPOSED CONDITION - 50 YEAR DOWNSTREAM ELEVATION(FEET) = 183.80 ELEVATION DIFFERENCE(FEET) = 0.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.009 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 183.80 DOWNSTREAM ELEVATION(FEET) = 180.16 STREET LENGTH(FEET) = 339.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 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) = 1.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 6.64 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.880 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.880 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 3.73 TC(MIN.) = 6.64 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 176.10 DOWNSTREAM(FEET) = 174.81 FLOW LENGTH(FEET) = 226.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.73 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 665.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.574 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 5.99 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 174.81 DOWNSTREAM(FEET) = 173.70 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.99 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.355 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 8.03 TC(MIN.) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.70 DOWNSTREAM(FEET) = 173.52 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.03 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 878.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.324 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 5.95 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 13.93 TC(MIN.) = 8.03 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.19 DOWNSTREAM(FEET) = 173.08 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.93 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 901.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.300 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 14.58 TC(MIN.) = 8.09 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.08 DOWNSTREAM(FEET) = 172.00 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.58 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1082.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.128 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8399 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 18.51 TC(MIN.) = 8.52 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 171.67 DOWNSTREAM(FEET) = 170.50 FLOW LENGTH(FEET) = 176.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.51 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1258.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.974 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8417 SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 6.5 TOTAL RUNOFF(CFS) = 21.67 TC(MIN.) = 8.91 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 170.50 DOWNSTREAM(FEET) = 169.32 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.67 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 117.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.970 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8218 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 23.03 TC(MIN.) = 8.92 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 119.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 168.99 DOWNSTREAM(FEET) = 162.63 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.65 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.03 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 119.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 181.47(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 115.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 181.47 AREA(AC.) = 115.00 * SUMMED DATA: FLOW(CFS) = 204.50 TOTAL AREA(ACRES) = 122.06 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.30 DOWNSTREAM(FEET) = 128.21 FLOW LENGTH(FEET) = 258.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 19.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 36.54 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 204.50 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.05 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1556.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 127.88 DOWNSTREAM(FEET) = 127.44 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 52.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 204.50 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.20 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1644.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.855 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8094 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 23.34 TC(MIN.) = 9.20 * SOURCE FLOW DATA: FLOW(CFS) = 181.47 AREA(ACRES) = 115.0 * SUMMED DATA: FLOW(CFS) = 204.81 TOTAL AREA(ACRES) = 122.5 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 127.42 DOWNSTREAM(FEET) = 126.97 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 52.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 204.81 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.38 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 123.00 = 1739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 119.00 DOWNSTREAM(FEET) = 118.80 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 204.81 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.45 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 124.00 = 1779.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 UPSTREAM ELEVATION(FEET) = 187.50 DOWNSTREAM ELEVATION(FEET) = 186.10 ELEVATION DIFFERENCE(FEET) = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.200 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 186.10 DOWNSTREAM ELEVATION(FEET) = 184.53 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 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) = 1.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 4.28 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 216.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 6.11 TC(MIN.) = 4.28 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 180.50 DOWNSTREAM(FEET) = 178.30 FLOW LENGTH(FEET) = 274.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.16 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.11 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 5.02 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.525 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8057 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.03 TC(MIN.) = 5.02 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.30 DOWNSTREAM(FEET) = 177.30 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.22 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 577.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.446 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8130 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 8.37 TC(MIN.) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 177.26 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.37 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.396 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8186 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 9.85 TC(MIN.) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 186.50 DOWNSTREAM ELEVATION(FEET) = 184.62 ELEVATION DIFFERENCE(FEET) = 1.88 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.326 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 83.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 180.62 DOWNSTREAM(FEET) = 179.33 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.46 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 3.91 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 3.57 TC(MIN.) = 3.91 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.63 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.57 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 3.98 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 212.00 = 284.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 6.77 TC(MIN.) = 3.98 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.63 DOWNSTREAM(FEET) = 177.11 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.77 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 4.26 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 214.00 = 407.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 3.0 TOTAL RUNOFF(CFS) = 13.97 TC(MIN.) = 4.26 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 176.60 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.97 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.27 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 216.00 = 412.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 216.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.97 4.27 5.533 2.97 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 216.00 = 412.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.85 5.34 5.396 2.23 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 216.00 = 638.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.83 4.27 5.533 2 23.47 5.34 5.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.47 Tc(MIN.) = 5.34 TOTAL AREA(ACRES) = 5.2 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 175.75 DOWNSTREAM(FEET) = 146.69 FLOW LENGTH(FEET) = 538.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.47 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 5.85 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 1176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.195 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8228 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 5.5 TOTAL RUNOFF(CFS) = 23.59 TC(MIN.) = 5.85 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.195 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8196 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 23.84 TC(MIN.) = 5.85 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 218.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 312.81(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 227.30(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(AC.) = 227.30 * SUMMED DATA: FLOW(CFS) = 336.65 TOTAL AREA(ACRES) = 232.90 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 141.86 DOWNSTREAM(FEET) = 130.64 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 29.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.51 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 336.65 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.97 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.148 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8162 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 23.91 TC(MIN.) = 5.97 * SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(ACRES) = 227.3 * SUMMED DATA: FLOW(CFS) = 336.72 TOTAL AREA(ACRES) = 233.0 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 130.31 DOWNSTREAM(FEET) = 128.05 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 16.31 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 3 PIPE-FLOW(CFS) = 336.72 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.11 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 221.00 = 1529.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.7 TC(MIN.) = 6.11 PEAK FLOW RATE(CFS) = 23.91 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(AC.) = 227.3 * SUMMED DATA: FLOW(CFS) = 336.72 TOTAL AREA(ACRES) = 233.0 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 NORTH HIGHWAY 101 SUITE A SOLANA BEACH CA 92705 ---------------------------------------------------------------------------- FILE NAME: 3668P50.DAT TIME/DATE OF STUDY: 16:20 03/23/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 50.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; 5.533 2) 10.000; 3.538 3) 15.000; 2.724 4) 20.000; 2.263 5) 25.000; 1.959 6) 30.000; 1.742 7) 40.000; 1.447 8) 50.000; 1.253 9) 60.000; 1.114 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 0.0312 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.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 184.00 DETAINED CONDITION - 50 YEAR DOWNSTREAM ELEVATION(FEET) = 183.80 ELEVATION DIFFERENCE(FEET) = 0.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.009 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 183.80 DOWNSTREAM ELEVATION(FEET) = 180.16 STREET LENGTH(FEET) = 339.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 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) = 1.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 6.64 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.880 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.880 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 3.73 TC(MIN.) = 6.64 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 176.10 DOWNSTREAM(FEET) = 174.81 FLOW LENGTH(FEET) = 226.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.73 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 665.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.574 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 5.99 TC(MIN.) = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 174.81 DOWNSTREAM(FEET) = 173.70 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.99 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.355 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 8.03 TC(MIN.) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.70 DOWNSTREAM(FEET) = 173.52 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.03 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 878.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.324 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 5.95 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 13.93 TC(MIN.) = 8.03 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.19 DOWNSTREAM(FEET) = 173.08 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.93 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 901.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.300 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 14.58 TC(MIN.) = 8.09 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 173.08 DOWNSTREAM(FEET) = 172.00 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.58 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1082.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.128 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8399 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 18.51 TC(MIN.) = 8.52 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 171.67 DOWNSTREAM(FEET) = 170.50 FLOW LENGTH(FEET) = 176.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.51 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1258.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.974 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8417 SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 6.5 TOTAL RUNOFF(CFS) = 21.67 TC(MIN.) = 8.91 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.00 RAIN INTENSITY(INCH/HOUR) = 2.54 TOTAL AREA(ACRES) = 6.49 TOTAL RUNOFF(CFS) = 7.91 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 170.50 DOWNSTREAM(FEET) = 169.32 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 17.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 117.00 = 1272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 117.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.538 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4898 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 8.79 TC(MIN.) = 17.01 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 119.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 168.99 DOWNSTREAM(FEET) = 162.63 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.23 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.79 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 17.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 119.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 181.47(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 115.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 181.47 AREA(AC.) = 115.00 * SUMMED DATA: FLOW(CFS) = 190.26 TOTAL AREA(ACRES) = 122.07 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 159.30 DOWNSTREAM(FEET) = 128.21 FLOW LENGTH(FEET) = 258.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 35.81 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 190.26 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 17.15 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1556.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 127.88 DOWNSTREAM(FEET) = 127.44 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 52.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 190.26 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 17.31 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 122.00 = 1644.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.511 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4959 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 9.33 TC(MIN.) = 17.31 * SOURCE FLOW DATA: FLOW(CFS) = 181.47 AREA(ACRES) = 115.0 * SUMMED DATA: FLOW(CFS) = 190.80 TOTAL AREA(ACRES) = 122.5 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 127.42 DOWNSTREAM(FEET) = 126.97 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 52.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 190.80 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 17.48 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 123.00 = 1739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 119.00 DOWNSTREAM(FEET) = 118.80 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.98 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 190.80 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 17.55 * TOTAL SOURCE FLOW(CFS) = 181.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 124.00 = 1779.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 UPSTREAM ELEVATION(FEET) = 187.50 DOWNSTREAM ELEVATION(FEET) = 186.10 ELEVATION DIFFERENCE(FEET) = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.200 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 186.10 DOWNSTREAM ELEVATION(FEET) = 184.53 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 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) = 1.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 4.28 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 216.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 6.11 TC(MIN.) = 4.28 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 180.50 DOWNSTREAM(FEET) = 178.30 FLOW LENGTH(FEET) = 274.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.16 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.11 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 5.02 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.525 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8057 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 7.03 TC(MIN.) = 5.02 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.30 DOWNSTREAM(FEET) = 177.30 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.22 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 577.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.446 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8130 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 8.37 TC(MIN.) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 177.26 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.37 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 5.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.396 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8186 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 9.85 TC(MIN.) = 5.34 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 186.50 DOWNSTREAM ELEVATION(FEET) = 184.62 ELEVATION DIFFERENCE(FEET) = 1.88 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.326 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 83.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 180.62 DOWNSTREAM(FEET) = 179.33 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.46 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 3.91 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 3.57 TC(MIN.) = 3.91 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET) = 178.63 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.57 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 3.98 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 212.00 = 284.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 6.77 TC(MIN.) = 3.98 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.63 DOWNSTREAM(FEET) = 177.11 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.77 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 4.26 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 214.00 = 407.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 3.0 TOTAL RUNOFF(CFS) = 13.97 TC(MIN.) = 4.26 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 176.60 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.97 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 4.27 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 216.00 = 412.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 216.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.97 4.27 5.533 2.97 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 216.00 = 412.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.85 5.34 5.396 2.23 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 216.00 = 638.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.83 4.27 5.533 2 23.47 5.34 5.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.47 Tc(MIN.) = 5.34 TOTAL AREA(ACRES) = 5.2 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.00 RAIN INTENSITY(INCH/HOUR) = 3.38 TOTAL AREA(ACRES) = 5.22 TOTAL RUNOFF(CFS) = 6.44 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 175.75 DOWNSTREAM(FEET) = 146.69 FLOW LENGTH(FEET) = 538.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.04 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.44 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 1176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.263 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3791 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 5.5 TOTAL RUNOFF(CFS) = 6.85 TC(MIN.) = 11.69 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.263 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3822 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 7.01 TC(MIN.) = 11.69 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 218.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<< ============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 312.81(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 227.30(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(AC.) = 227.30 * SUMMED DATA: FLOW(CFS) = 319.82 TOTAL AREA(ACRES) = 232.92 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 141.86 DOWNSTREAM(FEET) = 130.64 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 28.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.09 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 319.82 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.81 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1392.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.244 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3856 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 7.14 TC(MIN.) = 11.81 * SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(ACRES) = 227.3 * SUMMED DATA: FLOW(CFS) = 319.95 TOTAL AREA(ACRES) = 233.0 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 130.31 DOWNSTREAM(FEET) = 128.05 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 16.31 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 3 PIPE-FLOW(CFS) = 319.95 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 11.95 * TOTAL SOURCE FLOW(CFS) = 312.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 221.00 = 1529.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.7 TC(MIN.) = 11.95 PEAK FLOW RATE(CFS) = 7.14 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 312.81 AREA(AC.) = 227.3 * SUMMED DATA: FLOW(CFS) = 319.95 TOTAL AREA(ACRES) = 233.0 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Appendix 5 Modified-Puls Detention Routing HEC-HMS Detention Routing Summary Outlet Structure for Discharge of BMP-A1 Discharge vs. Elevation Table Low-flow orifice Slot orifice Emergency Overflow No.:1 No.:1 Invert:6.75 ft Invert:0 ft Invert:3.00 ft L:12 ft Dia:3 in Length:3.25 ft Cw:3.1 Dia:0.25 ft Height 0.25 ft Tank Dimensions A:0.049 sq.ft.A:0.81 sq.ft Area:2,700 sq.ft. Co:0.6 Co:0.6 Height:7.50 ft Total Vol:20,250 cu.ft. *Note: h = head above the invert of the lowest surface discharge opening. Elev h*Volume Qorifice-low Qslot-mid Qemerg Qtotal (ft)(ft)(ac-ft)(cfs)(cfs)(cfs)(cfs) 170.50 0.00 0.0000 0.0000 0.000 0.000 0.0000 170.75 0.25 0.0155 0.0969 0.000 0.000 0.0969 171.00 0.50 0.0310 0.1563 0.000 0.000 0.1563 171.25 0.75 0.0465 0.1960 0.000 0.000 0.1960 171.50 1.00 0.0620 0.2288 0.000 0.000 0.2288 171.75 1.25 0.0775 0.2576 0.000 0.000 0.2576 172.00 1.50 0.0930 0.2834 0.000 0.000 0.2834 172.25 1.75 0.1085 0.3070 0.000 0.000 0.3070 172.50 2.00 0.1240 0.3290 0.000 0.000 0.3290 172.75 2.25 0.1395 0.3496 0.000 0.000 0.3496 173.00 2.50 0.1550 0.3690 0.000 0.000 0.3690 173.25 2.75 0.1705 0.3875 0.000 0.000 0.3875 173.50 3.00 0.1860 0.4051 0.000 0.000 0.4051 173.75 3.25 0.2014 0.4220 1.694 0.000 2.1160 174.00 3.50 0.2169 0.4382 2.588 0.000 3.0259 174.25 3.75 0.2324 0.4539 3.244 0.000 3.6977 174.50 4.00 0.2479 0.4690 3.788 0.000 4.2569 174.75 4.25 0.2634 0.4837 4.263 0.000 4.7468 175.00 4.50 0.2789 0.4979 4.691 0.000 5.1884 175.25 4.75 0.2944 0.5117 5.082 0.000 5.5938 175.50 5.00 0.3099 0.5252 5.446 0.000 5.9707 175.75 5.25 0.3254 0.5383 5.786 0.000 6.3245 176.00 5.50 0.3409 0.5511 6.108 0.000 6.6590 176.25 5.75 0.3564 0.5637 6.413 0.000 6.9771 176.50 6.00 0.3719 0.5759 6.705 0.000 7.2810 176.75 6.25 0.3874 0.5879 6.985 0.000 7.5725 177.00 6.50 0.4029 0.5997 7.253 0.000 7.8530 177.25 6.75 0.4184 0.6112 7.512 0.000 8.1237 177.50 7.00 0.4339 0.6225 7.763 4.650 13.0355 177.75 7.25 0.4494 0.6337 8.006 13.152 21.7915 178.00 7.50 0.4649 0.6446 8.241 24.162 33.0478 Note: 1. Weir equation, Q=CwLe(h)3/2 2. Orifice equation, Q=CoAe(2gh)1/2 3. Slot orifice acts as a weir when h* < hslot; slot orifice acts as an orifice when h* ≥ hslot Outlet Structure for Discharge of BMP-B1 Discharge vs. Elevation Table Low-flow orifice Slot orifice Emergency Overflow No.:1 No.:1 Invert:5.00 ft Invert:0 ft Invert:2.00 ft L:12 ft Dia:3 in Length:3.25 ft Cw:3.1 Dia:0.25 ft Height 0.25 ft Tank Dimensions A:0.049 sq.ft.A:0.81 sq.ft Area:3,500 sq.ft. Co:0.6 Co:0.6 Height:5.67 ft Total Vol:19,845 cu.ft. *Note: h = head above the invert of the lowest surface discharge opening. Elev h*Volume Qorifice-low Qslot-mid Qemerg Qtotal (ft)(ft)(ac-ft)(cfs)(cfs)(cfs)(cfs) 175.75 0.00 0.0000 0.0000 0.000 0.000 0.0000 176.00 0.25 0.0201 0.0969 0.000 0.000 0.0969 176.25 0.50 0.0402 0.1563 0.000 0.000 0.1563 176.50 0.75 0.0603 0.1960 0.000 0.000 0.1960 176.75 1.00 0.0803 0.2288 0.000 0.000 0.2288 177.00 1.25 0.1004 0.2576 0.000 0.000 0.2576 177.25 1.50 0.1205 0.2834 0.000 0.000 0.2834 177.50 1.75 0.1406 0.3070 0.000 0.000 0.3070 177.75 2.00 0.1607 0.3290 0.000 0.000 0.3290 178.00 2.25 0.1808 0.3496 1.694 0.000 2.0436 178.25 2.50 0.2009 0.3690 2.588 0.000 2.9567 178.50 2.75 0.2210 0.3875 3.244 0.000 3.6313 178.75 3.00 0.2410 0.4051 3.788 0.000 4.1930 179.00 3.25 0.2611 0.4220 4.263 0.000 4.6852 179.25 3.50 0.2812 0.4382 4.691 0.000 5.1287 179.50 3.75 0.3013 0.4539 5.082 0.000 5.5359 179.75 4.00 0.3214 0.4690 5.446 0.000 5.9145 180.00 4.25 0.3415 0.4837 5.786 0.000 6.2698 180.25 4.50 0.3616 0.4979 6.108 0.000 6.6058 180.50 4.75 0.3817 0.5117 6.413 0.000 6.9252 180.75 5.00 0.4017 0.5252 6.705 0.000 7.2303 181.00 5.25 0.4218 0.5383 6.985 4.650 12.1729 181.25 5.50 0.4419 0.5511 7.253 13.152 20.9567 181.42 5.67 0.4556 0.5597 7.431 20.401 28.3914 Note: 1. Weir equation, Q=CwLe(h)3/2 2. Orifice equation, Q=CoAe(2gh)1/2 3. Slot orifice acts as a weir when h* < hslot; slot orifice acts as an orifice when h* ≥ hslot RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/7/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.4 INCHES BASIN AREA 6.49 ACRES RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE 25.13 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0.8 TIME (MIN) = 20 DISCHARGE (CFS) = 0.8 TIME (MIN) = 30 DISCHARGE (CFS) = 0.8 TIME (MIN) = 40 DISCHARGE (CFS) = 0.9 TIME (MIN) = 50 DISCHARGE (CFS) = 0.9 TIME (MIN) = 60 DISCHARGE (CFS) = 0.9 TIME (MIN) = 70 DISCHARGE (CFS) = 1 TIME (MIN) = 80 DISCHARGE (CFS) = 1 TIME (MIN) = 90 DISCHARGE (CFS) = 1 TIME (MIN) = 100 DISCHARGE (CFS) = 1.1 TIME (MIN) = 110 DISCHARGE (CFS) = 1.1 TIME (MIN) = 120 DISCHARGE (CFS) = 1.2 TIME (MIN) = 130 DISCHARGE (CFS) = 1.3 TIME (MIN) = 140 DISCHARGE (CFS) = 1.3 TIME (MIN) = 150 DISCHARGE (CFS) = 1.4 TIME (MIN) = 160 DISCHARGE (CFS) = 1.5 TIME (MIN) = 170 DISCHARGE (CFS) = 1.6 TIME (MIN) = 180 DISCHARGE (CFS) = 1.7 TIME (MIN) = 190 DISCHARGE (CFS) = 2 TIME (MIN) = 200 DISCHARGE (CFS) = 2.2 TIME (MIN) = 210 DISCHARGE (CFS) = 2.6 TIME (MIN) = 220 DISCHARGE (CFS) = 3 TIME (MIN) = 230 DISCHARGE (CFS) = 4.4 TIME (MIN) = 240 DISCHARGE (CFS) = 3.4 TIME (MIN) = 250 DISCHARGE (CFS) = 25.13 TIME (MIN) = 260 DISCHARGE (CFS) = 3.5 TIME (MIN) = 270 DISCHARGE (CFS) = 2.4 TIME (MIN) = 280 DISCHARGE (CFS) = 1.9 TIME (MIN) = 290 DISCHARGE (CFS) = 1.6 TIME (MIN) = 300 DISCHARGE (CFS) = 1.4 TIME (MIN) = 310 DISCHARGE (CFS) = 1.2 TIME (MIN) = 320 DISCHARGE (CFS) = 1.1 TIME (MIN) = 330 DISCHARGE (CFS) = 1 TIME (MIN) = 340 DISCHARGE (CFS) = 0.9 TIME (MIN) = 350 DISCHARGE (CFS) = 0.9 TIME (MIN) = 360 DISCHARGE (CFS) = 0.8 TIME (MIN) = 370 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/7/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.4 INCHES BASIN AREA 5.22 ACRES RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE 27 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0.6 TIME (MIN) = 10 DISCHARGE (CFS) = 0.6 TIME (MIN) = 15 DISCHARGE (CFS) = 0.7 TIME (MIN) = 20 DISCHARGE (CFS) = 0.7 TIME (MIN) = 25 DISCHARGE (CFS) = 0.7 TIME (MIN) = 30 DISCHARGE (CFS) = 0.7 TIME (MIN) = 35 DISCHARGE (CFS) = 0.7 TIME (MIN) = 40 DISCHARGE (CFS) = 0.7 TIME (MIN) = 45 DISCHARGE (CFS) = 0.7 TIME (MIN) = 50 DISCHARGE (CFS) = 0.7 TIME (MIN) = 55 DISCHARGE (CFS) = 0.7 TIME (MIN) = 60 DISCHARGE (CFS) = 0.7 TIME (MIN) = 65 DISCHARGE (CFS) = 0.8 TIME (MIN) = 70 DISCHARGE (CFS) = 0.8 TIME (MIN) = 75 DISCHARGE (CFS) = 0.8 TIME (MIN) = 80 DISCHARGE (CFS) = 0.8 TIME (MIN) = 85 DISCHARGE (CFS) = 0.8 TIME (MIN) = 90 DISCHARGE (CFS) = 0.8 TIME (MIN) = 95 DISCHARGE (CFS) = 0.9 TIME (MIN) = 100 DISCHARGE (CFS) = 0.9 TIME (MIN) = 105 DISCHARGE (CFS) = 0.9 TIME (MIN) = 110 DISCHARGE (CFS) = 0.9 TIME (MIN) = 115 DISCHARGE (CFS) = 0.9 TIME (MIN) = 120 DISCHARGE (CFS) = 1 TIME (MIN) = 125 DISCHARGE (CFS) = 1 TIME (MIN) = 130 DISCHARGE (CFS) = 1 TIME (MIN) = 135 DISCHARGE (CFS) = 1.1 TIME (MIN) = 140 DISCHARGE (CFS) = 1.1 TIME (MIN) = 145 DISCHARGE (CFS) = 1.1 TIME (MIN) = 150 DISCHARGE (CFS) = 1.1 TIME (MIN) = 155 DISCHARGE (CFS) = 1.2 TIME (MIN) = 160 DISCHARGE (CFS) = 1.2 TIME (MIN) = 165 DISCHARGE (CFS) = 1.3 TIME (MIN) = 170 DISCHARGE (CFS) = 1.3 TIME (MIN) = 175 DISCHARGE (CFS) = 1.4 TIME (MIN) = 180 DISCHARGE (CFS) = 1.5 TIME (MIN) = 185 DISCHARGE (CFS) = 1.6 TIME (MIN) = 190 DISCHARGE (CFS) = 1.6 TIME (MIN) = 195 DISCHARGE (CFS) = 1.8 TIME (MIN) = 200 DISCHARGE (CFS) = 1.9 TIME (MIN) = 205 DISCHARGE (CFS) = 2.1 TIME (MIN) = 210 DISCHARGE (CFS) = 2.2 TIME (MIN) = 215 DISCHARGE (CFS) = 2.5 TIME (MIN) = 220 DISCHARGE (CFS) = 2.7 TIME (MIN) = 225 DISCHARGE (CFS) = 3.3 TIME (MIN) = 230 DISCHARGE (CFS) = 3.8 TIME (MIN) = 235 DISCHARGE (CFS) = 5.6 TIME (MIN) = 240 DISCHARGE (CFS) = 8.9 TIME (MIN) = 245 DISCHARGE (CFS) = 27 TIME (MIN) = 250 DISCHARGE (CFS) = 4.5 TIME (MIN) = 255 DISCHARGE (CFS) = 3 TIME (MIN) = 260 DISCHARGE (CFS) = 2.3 TIME (MIN) = 265 DISCHARGE (CFS) = 2 TIME (MIN) = 270 DISCHARGE (CFS) = 1.7 TIME (MIN) = 275 DISCHARGE (CFS) = 1.5 TIME (MIN) = 280 DISCHARGE (CFS) = 1.4 TIME (MIN) = 285 DISCHARGE (CFS) = 1.3 TIME (MIN) = 290 DISCHARGE (CFS) = 1.2 TIME (MIN) = 295 DISCHARGE (CFS) = 1.1 TIME (MIN) = 300 DISCHARGE (CFS) = 1 TIME (MIN) = 305 DISCHARGE (CFS) = 1 TIME (MIN) = 310 DISCHARGE (CFS) = 0.9 TIME (MIN) = 315 DISCHARGE (CFS) = 0.9 TIME (MIN) = 320 DISCHARGE (CFS) = 0.8 TIME (MIN) = 325 DISCHARGE (CFS) = 0.8 TIME (MIN) = 330 DISCHARGE (CFS) = 0.8 TIME (MIN) = 335 DISCHARGE (CFS) = 0.8 TIME (MIN) = 340 DISCHARGE (CFS) = 0.7 TIME (MIN) = 345 DISCHARGE (CFS) = 0.7 TIME (MIN) = 350 DISCHARGE (CFS) = 0.7 TIME (MIN) = 355 DISCHARGE (CFS) = 0.7 TIME (MIN) = 360 DISCHARGE (CFS) = 0.6 TIME (MIN) = 365 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/18/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.1 INCHES BASIN AREA 6.49 ACRES RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE 21.67 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0.7 TIME (MIN) = 20 DISCHARGE (CFS) = 0.7 TIME (MIN) = 30 DISCHARGE (CFS) = 0.7 TIME (MIN) = 40 DISCHARGE (CFS) = 0.7 TIME (MIN) = 50 DISCHARGE (CFS) = 0.8 TIME (MIN) = 60 DISCHARGE (CFS) = 0.8 TIME (MIN) = 70 DISCHARGE (CFS) = 0.8 TIME (MIN) = 80 DISCHARGE (CFS) = 0.9 TIME (MIN) = 90 DISCHARGE (CFS) = 0.9 TIME (MIN) = 100 DISCHARGE (CFS) = 0.9 TIME (MIN) = 110 DISCHARGE (CFS) = 1 TIME (MIN) = 120 DISCHARGE (CFS) = 1 TIME (MIN) = 130 DISCHARGE (CFS) = 1.1 TIME (MIN) = 140 DISCHARGE (CFS) = 1.1 TIME (MIN) = 150 DISCHARGE (CFS) = 1.2 TIME (MIN) = 160 DISCHARGE (CFS) = 1.3 TIME (MIN) = 170 DISCHARGE (CFS) = 1.4 TIME (MIN) = 180 DISCHARGE (CFS) = 1.5 TIME (MIN) = 190 DISCHARGE (CFS) = 1.7 TIME (MIN) = 200 DISCHARGE (CFS) = 1.9 TIME (MIN) = 210 DISCHARGE (CFS) = 2.3 TIME (MIN) = 220 DISCHARGE (CFS) = 2.6 TIME (MIN) = 230 DISCHARGE (CFS) = 3.9 TIME (MIN) = 240 DISCHARGE (CFS) = 3.3 TIME (MIN) = 250 DISCHARGE (CFS) = 21.67 TIME (MIN) = 260 DISCHARGE (CFS) = 3.1 TIME (MIN) = 270 DISCHARGE (CFS) = 2.1 TIME (MIN) = 280 DISCHARGE (CFS) = 1.6 TIME (MIN) = 290 DISCHARGE (CFS) = 1.4 TIME (MIN) = 300 DISCHARGE (CFS) = 1.2 TIME (MIN) = 310 DISCHARGE (CFS) = 1.1 TIME (MIN) = 320 DISCHARGE (CFS) = 1 TIME (MIN) = 330 DISCHARGE (CFS) = 0.9 TIME (MIN) = 340 DISCHARGE (CFS) = 0.8 TIME (MIN) = 350 DISCHARGE (CFS) = 0.8 TIME (MIN) = 360 DISCHARGE (CFS) = 0.7 TIME (MIN) = 370 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/18/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 2.1 INCHES BASIN AREA 5.22 ACRES RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE 23.47 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 6 DISCHARGE (CFS) = 0.6 TIME (MIN) = 12 DISCHARGE (CFS) = 0.6 TIME (MIN) = 18 DISCHARGE (CFS) = 0.6 TIME (MIN) = 24 DISCHARGE (CFS) = 0.6 TIME (MIN) = 30 DISCHARGE (CFS) = 0.6 TIME (MIN) = 36 DISCHARGE (CFS) = 0.6 TIME (MIN) = 42 DISCHARGE (CFS) = 0.6 TIME (MIN) = 48 DISCHARGE (CFS) = 0.6 TIME (MIN) = 54 DISCHARGE (CFS) = 0.6 TIME (MIN) = 60 DISCHARGE (CFS) = 0.7 TIME (MIN) = 66 DISCHARGE (CFS) = 0.7 TIME (MIN) = 72 DISCHARGE (CFS) = 0.7 TIME (MIN) = 78 DISCHARGE (CFS) = 0.7 TIME (MIN) = 84 DISCHARGE (CFS) = 0.7 TIME (MIN) = 90 DISCHARGE (CFS) = 0.7 TIME (MIN) = 96 DISCHARGE (CFS) = 0.7 TIME (MIN) = 102 DISCHARGE (CFS) = 0.8 TIME (MIN) = 108 DISCHARGE (CFS) = 0.8 TIME (MIN) = 114 DISCHARGE (CFS) = 0.8 TIME (MIN) = 120 DISCHARGE (CFS) = 0.8 TIME (MIN) = 126 DISCHARGE (CFS) = 0.9 TIME (MIN) = 132 DISCHARGE (CFS) = 0.9 TIME (MIN) = 138 DISCHARGE (CFS) = 0.9 TIME (MIN) = 144 DISCHARGE (CFS) = 1 TIME (MIN) = 150 DISCHARGE (CFS) = 1 TIME (MIN) = 156 DISCHARGE (CFS) = 1 TIME (MIN) = 162 DISCHARGE (CFS) = 1.1 TIME (MIN) = 168 DISCHARGE (CFS) = 1.1 TIME (MIN) = 174 DISCHARGE (CFS) = 1.2 TIME (MIN) = 180 DISCHARGE (CFS) = 1.3 TIME (MIN) = 186 DISCHARGE (CFS) = 1.4 TIME (MIN) = 192 DISCHARGE (CFS) = 1.4 TIME (MIN) = 198 DISCHARGE (CFS) = 1.6 TIME (MIN) = 204 DISCHARGE (CFS) = 1.7 TIME (MIN) = 210 DISCHARGE (CFS) = 1.9 TIME (MIN) = 216 DISCHARGE (CFS) = 2.1 TIME (MIN) = 222 DISCHARGE (CFS) = 2.6 TIME (MIN) = 228 DISCHARGE (CFS) = 2.9 TIME (MIN) = 234 DISCHARGE (CFS) = 4.3 TIME (MIN) = 240 DISCHARGE (CFS) = 4.4 TIME (MIN) = 246 DISCHARGE (CFS) = 23.47 TIME (MIN) = 252 DISCHARGE (CFS) = 3.5 TIME (MIN) = 258 DISCHARGE (CFS) = 2.3 TIME (MIN) = 264 DISCHARGE (CFS) = 1.8 TIME (MIN) = 270 DISCHARGE (CFS) = 1.5 TIME (MIN) = 276 DISCHARGE (CFS) = 1.3 TIME (MIN) = 282 DISCHARGE (CFS) = 1.2 TIME (MIN) = 288 DISCHARGE (CFS) = 1.1 TIME (MIN) = 294 DISCHARGE (CFS) = 1 TIME (MIN) = 300 DISCHARGE (CFS) = 0.9 TIME (MIN) = 306 DISCHARGE (CFS) = 0.9 TIME (MIN) = 312 DISCHARGE (CFS) = 0.8 TIME (MIN) = 318 DISCHARGE (CFS) = 0.8 TIME (MIN) = 324 DISCHARGE (CFS) = 0.7 TIME (MIN) = 330 DISCHARGE (CFS) = 0.7 TIME (MIN) = 336 DISCHARGE (CFS) = 0.7 TIME (MIN) = 342 DISCHARGE (CFS) = 0.6 TIME (MIN) = 348 DISCHARGE (CFS) = 0.6 TIME (MIN) = 354 DISCHARGE (CFS) = 0.6 TIME (MIN) = 360 DISCHARGE (CFS) = 0.6 TIME (MIN) = 366 DISCHARGE (CFS) = 0 Appendix 6 WSPGW Output FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | .000 118.800 1.442 120.242 190.89 23.40 8.50 128.74 .00 2.96 3.84 4.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.979 .0061 .0585 .29 1.44 2.83 2.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 4.979 118.830 1.425 120.255 190.89 23.78 8.78 129.04 .00 2.96 3.83 4.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.306 .0061 .0640 .92 1.42 2.89 2.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 19.285 118.917 1.376 120.292 190.89 24.94 9.66 129.95 .00 2.96 3.80 4.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.715 .0061 .0731 1.00 1.38 3.10 2.84 .013 .00 .00 PIPE | | | | | | | | | | | | | 33.000 119.000 1.329 120.329 190.89 26.16 10.62 130.95 .00 2.96 3.77 4.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR 1.0351 .0492 .38 1.33 3.31 .013 .00 .00 PIPE -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- | | | | | | | | | | | | | 40.700 126.970 1.152 128.122 190.89 14.41 3.22 131.35 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.978 .0047 .0210 .08 1.15 2.42 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 44.678 126.989 1.138 128.127 190.89 14.59 3.30 131.43 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.191 .0047 .0230 .35 1.14 2.46 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 59.869 127.061 1.085 128.146 190.89 15.30 3.63 131.78 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.382 .0047 .0265 .38 1.09 2.64 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 74.251 127.129 1.035 128.164 190.89 16.04 4.00 132.16 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.628 .0047 .0305 .42 1.03 2.84 1.92 .013 .00 .00 BOX FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 87.879 127.193 .986 128.180 190.89 16.83 4.40 132.58 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.920 .0047 .0352 .45 .99 3.05 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 100.799 127.255 .941 128.195 190.89 17.65 4.84 133.03 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.253 .0047 .0406 .50 .94 3.28 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 113.051 127.313 .897 128.209 190.89 18.51 5.32 133.53 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.623 .0047 .0469 .55 .90 3.52 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 124.674 127.368 .855 128.223 190.89 19.41 5.85 134.08 .00 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.026 .0047 .0542 .60 .86 3.78 1.92 .013 .00 .00 BOX | | | | | | | | | | | | | 135.700 127.420 .815 128.235 190.89 20.36 6.44 134.67 2.50 2.05 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0605 .24 2.50 4.06 .013 .00 .00 BOX | | | | | | | | | | | | | 139.700 127.440 .793 128.233 190.26 20.87 6.77 135.00 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.515 .0050 .0636 .10 .79 4.22 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 141.215 127.448 .787 128.235 190.26 21.02 6.86 135.10 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.106 .0050 .0693 .70 .79 4.27 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 151.321 127.498 .750 128.249 190.26 22.05 7.55 135.80 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.580 .0050 .0802 .77 .75 4.58 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 160.901 127.546 .716 128.262 190.26 23.12 8.30 136.56 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.081 .0050 .0928 .84 .72 4.92 1.88 .013 .00 .00 BOX FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 169.983 127.592 .682 128.274 190.26 24.25 9.13 137.41 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.607 .0050 .1074 .92 .68 5.29 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 178.590 127.635 .650 128.286 190.26 25.43 10.05 138.33 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.157 .0050 .1245 1.02 .65 5.68 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 186.747 127.676 .620 128.296 190.26 26.68 11.05 139.35 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.729 .0050 .1443 1.11 .62 6.10 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 194.476 127.715 .591 128.306 190.26 27.98 12.15 140.46 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.322 .0050 .1673 1.22 .59 6.55 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 201.798 127.752 .564 128.315 190.26 29.34 13.37 141.69 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.935 .0050 .1940 1.35 .56 7.03 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 208.733 127.786 .538 128.324 190.26 30.78 14.71 143.03 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.567 .0050 .2252 1.48 .54 7.56 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 215.300 127.819 .513 128.332 190.26 32.28 16.18 144.51 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.217 .0050 .2614 1.63 .51 8.12 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 221.516 127.850 .489 128.339 190.26 33.85 17.80 146.14 .00 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.884 .0050 .3036 1.79 .49 8.72 1.88 .013 .00 .00 BOX | | | | | | | | | | | | | 227.400 127.880 .466 128.346 190.26 35.51 19.58 147.92 2.50 2.04 12.00 2.500 12.000 .00 1 .5 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .2189 .88 2.50 9.36 .013 .00 .00 BOX -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 231.400 128.210 1.588 129.798 190.26 35.48 19.54 149.34 .00 3.94 4.66 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 84.896 .1205 .1070 9.09 1.59 5.83 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 316.296 138.440 1.624 140.064 190.26 34.41 18.39 158.45 .00 3.94 4.68 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 66.315 .1205 .0962 6.38 1.62 5.58 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 382.611 146.432 1.681 148.113 190.26 32.81 16.72 164.83 .00 3.94 4.72 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.280 .1205 .0843 3.39 1.68 5.22 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 422.891 151.285 1.741 153.026 190.26 31.28 15.20 168.22 .00 3.94 4.76 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.282 .1205 .0738 2.09 1.74 4.88 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 451.173 154.694 1.803 156.497 190.26 29.83 13.82 170.31 .00 3.94 4.80 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.365 .1205 .0647 1.38 1.80 4.56 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 472.538 157.268 1.868 159.136 190.26 28.44 12.56 171.70 .00 3.94 4.84 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.862 .1205 .0568 .96 1.87 4.26 1.56 .013 .00 .00 PIPE | | | | | | | | | | | | | 489.400 159.300 1.935 161.235 190.26 27.12 11.42 172.65 2.37 3.94 4.87 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0583 .23 4.31 3.98 .013 .00 .00 PIPE | | | | | | | | | | | | | 493.400 159.630 1.797 161.427 181.47 28.58 12.68 174.11 .00 3.86 4.80 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.535 .0982 .0623 .59 1.80 4.38 1.60 .013 .00 .00 PIPE FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 502.935 160.566 1.816 162.382 181.47 28.18 12.33 174.71 .00 3.86 4.81 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.844 .0982 .0573 1.48 1.82 4.29 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 528.779 163.104 1.881 164.985 181.47 26.86 11.21 176.19 .00 3.86 4.84 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.856 .0982 .0503 1.00 1.88 4.01 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 548.635 165.053 1.949 167.002 181.47 25.61 10.19 177.19 .00 3.86 4.88 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.825 .0982 .0441 .70 1.95 3.75 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 564.460 166.607 2.020 168.627 181.47 24.42 9.26 177.89 .00 3.86 4.91 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.922 .0982 .0387 .50 2.02 3.50 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 577.382 167.876 2.093 169.969 181.47 23.29 8.42 178.39 .00 3.86 4.93 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.729 .0982 .0340 .36 2.09 3.26 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 588.111 168.929 2.170 171.099 181.47 22.20 7.65 178.75 .00 3.86 4.96 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.010 .0982 .0299 .27 2.17 3.05 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 597.122 169.814 2.251 172.064 181.47 21.17 6.96 179.02 .00 3.86 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.628 .0982 .0263 .20 2.25 2.84 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 604.749 170.563 2.335 172.897 181.47 20.18 6.33 179.22 .00 3.86 4.99 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.490 .0982 .0231 .15 2.33 2.65 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 611.239 171.200 2.422 173.622 181.47 19.24 5.75 179.37 .00 3.86 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.532 .0982 .0203 .11 2.42 2.47 1.60 .013 .00 .00 PIPE FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 6 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 616.771 171.743 2.515 174.258 181.47 18.35 5.23 179.49 .00 3.86 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.717 .0982 .0179 .08 2.51 2.30 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 621.488 172.206 2.611 174.817 181.47 17.49 4.75 179.57 .00 3.86 5.00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.012 .0982 .0158 .06 2.61 2.14 1.60 .013 .00 .00 PIPE | | | | | | | | | | | | | 625.500 172.600 2.713 175.313 181.47 16.68 4.32 179.63 5.00 3.86 4.98 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0925 .0151 .06 5.00 1.99 .013 .00 .00 PIPE | | | | | | | | | | | | | 629.500 172.970 2.892 175.862 181.47 16.80 4.38 180.24 .00 3.90 4.31 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.934 .0250 .0150 .16 2.89 1.87 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 640.434 173.243 2.937 176.180 181.47 16.51 4.23 180.41 .00 3.90 4.29 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.314 .0250 .0139 .32 2.94 1.82 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 663.748 173.825 3.063 176.888 181.47 15.74 3.85 180.73 .00 3.90 4.20 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.966 .0250 .0124 .21 3.06 1.67 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 680.714 174.249 3.199 177.448 181.47 15.01 3.50 180.94 .00 3.90 4.08 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.259 .0250 .0111 .14 3.20 1.54 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 692.973 174.555 3.347 177.901 181.47 14.31 3.18 181.08 .00 3.90 3.93 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.469 .0250 .0099 .08 3.35 1.40 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 701.442 174.766 3.508 178.274 181.47 13.64 2.89 181.16 .00 3.90 3.73 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.138 .0250 .0090 .05 3.51 1.27 2.47 .013 .00 .00 PIPE FILE: SDA-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 7 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:55:53 3668- HGL Analysis- SD-A ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 706.580 174.895 3.689 178.583 181.47 13.01 2.63 181.21 .00 3.90 3.46 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.820 .0250 .0082 .01 3.69 1.14 2.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 708.400 174.940 3.898 178.838 181.47 12.40 2.39 181.22 .00 3.90 3.06 4.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SDB-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:56:26 3668- HGL Analysis- SD B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | .000 128.050 1.648 129.698 320.22 21.86 7.42 137.12 .00 3.13 3.94 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.041 .0165 .0457 .73 1.65 2.00 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 16.041 128.315 1.607 129.922 320.22 22.61 7.93 137.86 .00 3.13 3.92 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.259 .0165 .0512 1.09 1.61 2.10 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 37.300 128.665 1.551 130.216 320.22 23.71 8.73 138.94 .00 3.13 3.90 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.575 .0165 .0583 1.14 1.55 2.24 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 56.875 128.988 1.497 130.485 320.22 24.87 9.60 140.09 .00 3.13 3.87 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.161 .0165 .0665 1.21 1.50 2.40 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 75.035 129.288 1.445 130.733 320.22 26.08 10.56 141.29 .00 3.13 3.84 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.951 .0165 .0759 1.29 1.45 2.57 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 91.987 129.567 1.395 130.963 320.22 27.35 11.62 142.58 .00 3.13 3.81 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.900 .0165 .0866 1.38 1.40 2.75 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 107.887 129.830 1.348 131.177 320.22 28.69 12.78 143.96 .00 3.13 3.78 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.971 .0165 .0988 1.48 1.35 2.94 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.858 130.077 1.302 131.378 320.22 30.09 14.06 145.44 .00 3.13 3.75 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.142 .0165 .1128 1.59 1.30 3.15 2.18 .013 .00 .00 PIPE | | | | | | | | | | | | | 137.000 130.310 1.257 131.567 320.22 31.56 15.46 147.03 .00 3.13 3.71 4.000 .000 .00 3 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0855 .34 3.81 3.36 .013 .00 .00 PIPE FILE: SDB-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:56:26 3668- HGL Analysis- SD B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 141.000 130.640 2.395 133.035 320.04 30.40 14.35 147.38 6.00 4.88 5.88 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 53.900 .0521 .0505 2.72 6.00 4.00 2.38 .013 .00 .00 PIPE | | | | | | | | | | | | | 194.900 133.450 2.400 135.850 320.04 30.30 14.26 150.11 6.00 4.88 5.88 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.000 .0524 .0499 2.70 6.00 3.98 2.37 .013 .00 .00 PIPE | | | | | | | | | | | | | 248.900 136.280 2.409 138.689 320.04 30.15 14.11 152.80 .00 4.88 5.88 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 74.300 .0522 .0490 3.64 2.41 3.95 2.38 .013 .00 .00 PIPE | | | | | | | | | | | | | 323.200 140.160 2.426 142.586 320.04 29.87 13.86 156.44 6.00 4.88 5.89 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 32.600 .0521 .0480 1.57 6.00 3.90 2.38 .013 .00 .00 PIPE | | | | | | | | | | | | | 355.800 141.860 2.435 144.295 320.04 29.72 13.71 158.01 .00 4.88 5.89 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0494 .20 6.00 3.87 .013 .00 .00 PIPE | | | | | | | | | | | | | 359.800 142.190 2.359 144.549 312.97 30.32 14.28 158.83 6.00 4.83 5.86 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.658 .0859 .0510 .14 6.00 4.03 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 362.458 142.418 2.365 144.783 312.97 30.22 14.18 158.97 6.00 4.83 5.86 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.442 .0859 .0476 1.50 6.00 4.01 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 393.900 145.120 2.451 147.571 312.97 28.82 12.89 160.46 .00 4.83 5.90 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.643 .0857 .0430 .63 2.45 3.74 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 408.543 146.375 2.501 148.876 312.97 28.05 12.22 161.10 .00 4.83 5.92 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.757 .0857 .0389 .85 2.50 3.60 2.06 .013 .00 .00 PIPE FILE: SDB-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:56:26 3668- HGL Analysis- SD B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 430.300 148.240 2.593 150.833 312.97 26.75 11.11 161.94 2.94 4.83 5.94 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.413 .0858 .0342 .60 5.53 3.36 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 447.713 149.734 2.686 152.421 312.97 25.53 10.12 162.54 2.68 4.83 5.97 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.722 .0858 .0301 .44 5.37 3.14 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 462.436 150.998 2.786 153.784 312.97 24.34 9.20 162.99 2.45 4.83 5.98 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.333 .0858 .0265 .33 5.23 2.93 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 474.768 152.056 2.891 154.947 312.97 23.21 8.37 163.31 2.23 4.83 6.00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.411 .0858 .0233 .24 5.12 2.73 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 485.179 152.949 3.001 155.950 312.97 22.13 7.60 163.55 2.03 4.83 6.00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.826 .0858 .0205 .18 5.03 2.54 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 494.005 153.707 3.116 156.823 312.97 21.10 6.91 163.74 1.84 4.83 6.00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.495 .0858 .0181 .14 4.96 2.36 2.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 501.500 154.350 3.237 157.587 312.97 20.12 6.28 163.87 6.00 4.83 5.98 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0199 .08 6.00 2.20 .013 .00 .00 PIPE | | | | | | | | | | | | | 505.500 154.680 2.960 157.640 312.81 22.51 7.87 165.51 .00 4.83 6.00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 61.615 .0295 .0218 1.34 2.96 2.61 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 567.115 156.498 3.048 159.546 312.81 21.69 7.30 166.85 .00 4.83 6.00 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 54.411 .0295 .0195 1.06 3.05 2.46 2.75 .013 .00 .00 PIPE FILE: SDB-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:56:26 3668- HGL Analysis- SD B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 621.527 158.103 3.165 161.268 312.81 20.68 6.64 167.91 .00 4.83 5.99 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 38.884 .0295 .0172 .67 3.17 2.29 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 660.410 159.250 3.289 162.539 312.81 19.72 6.04 168.57 .00 4.83 5.97 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.155 .0295 .0151 .44 3.29 2.13 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 689.565 160.110 3.419 163.529 312.81 18.80 5.49 169.02 .00 4.83 5.94 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.426 .0295 .0134 .30 3.42 1.98 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 711.992 160.772 3.556 164.328 312.81 17.92 4.99 169.32 .00 4.83 5.90 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.448 .0295 .0118 .21 3.56 1.84 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 729.440 161.287 3.701 164.988 312.81 17.09 4.53 169.52 .00 4.83 5.83 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.570 .0295 .0105 .14 3.70 1.70 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 743.009 161.687 3.855 165.542 312.81 16.29 4.12 169.66 .00 4.83 5.75 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.417 .0295 .0093 .10 3.86 1.57 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 753.426 161.994 4.020 166.014 312.81 15.54 3.75 169.76 .00 4.83 5.64 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.747 .0295 .0083 .06 4.02 1.45 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 761.173 162.223 4.196 166.419 312.81 14.81 3.41 169.83 .00 4.83 5.50 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.401 .0295 .0074 .04 4.20 1.33 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 766.573 162.382 4.386 166.769 312.81 14.12 3.10 169.87 .00 4.83 5.32 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.228 .0295 .0066 .02 4.39 1.22 2.75 .013 .00 .00 PIPE FILE: SDB-50.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7131 WATER SURFACE PROFILE LISTING Date: 3-24-2022 Time: 1:56:26 3668- HGL Analysis- SD B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 769.801 162.478 4.594 167.071 312.81 13.47 2.82 169.89 .00 4.83 5.08 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.099 .0295 .0060 .01 4.59 1.11 2.75 .013 .00 .00 PIPE | | | | | | | | | | | | | 770.900 162.510 4.825 167.335 312.81 12.84 2.56 169.89 .00 4.83 4.76 6.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Appendix 7 HEC-RAS Output HEC-RAS Plan: Node 124 -50yr River: River01 Reach: Reach01 Profile: PF 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Mann Wtd Chnl (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) Reach01 100 PF 1 190.89 100.00 101.00 102.60 109.85 0.277424 23.86 8.00 22.00 4.21 0.033 Reach01 99.000* PF 1 190.89 100.00 100.96 102.49 109.46 0.281568 23.39 8.16 22.26 4.21 0.033 Reach01 98.000* PF 1 190.89 99.99 100.92 102.39 109.08 0.283817 22.92 8.33 22.55 4.20 0.033 Reach01 97.000* PF 1 190.89 99.99 100.89 102.31 108.69 0.282870 22.41 8.52 22.88 4.17 0.033 Reach01 96.000* PF 1 190.89 99.98 100.85 102.22 108.30 0.280612 21.90 8.72 23.23 4.14 0.033 Reach01 95.000* PF 1 190.89 99.97 100.82 102.14 107.92 0.276386 21.38 8.93 23.60 4.09 0.033 Reach01 94.000* PF 1 190.89 99.97 100.80 102.07 107.54 0.269503 20.83 9.17 24.00 4.02 0.033 Reach01 93.000* PF 1 190.89 99.96 100.78 102.00 107.18 0.262270 20.29 9.41 24.41 3.96 0.033 Reach01 92.000* PF 1 190.89 99.96 100.77 101.94 106.82 0.252754 19.73 9.68 24.84 3.87 0.033 Reach01 91.000* PF 1 190.89 99.96 100.76 101.89 106.47 0.242928 19.18 9.95 25.28 3.79 0.033 Reach01 90.000* PF 1 190.89 99.95 100.74 101.83 106.14 0.233150 18.65 10.23 25.72 3.71 0.033 Reach01 89.000* PF 1 190.89 99.94 100.72 101.78 105.83 0.223129 18.13 10.53 26.18 3.62 0.033 Reach01 88.000* PF 1 190.89 99.94 100.72 101.73 105.52 0.211483 17.58 10.86 26.65 3.52 0.033 Reach01 87.000* PF 1 190.89 99.93 100.71 101.68 105.10 0.425251 16.81 11.36 27.20 3.35 0.049 Reach01 86.000* PF 1 190.89 99.93 100.75 101.64 104.53 0.347775 15.61 12.23 27.89 3.05 0.049 Reach01 85.000* PF 1 190.89 99.92 100.77 101.59 104.06 0.288535 14.57 13.11 28.57 2.79 0.049 Reach01 84 PF 1 190.89 99.92 100.80 101.56 103.67 0.239589 13.60 14.03 29.26 2.56 0.049 Reach01 83.000* PF 1 190.89 99.92 100.83 101.53 103.36 0.201659 12.76 14.96 29.44 2.36 0.049 Reach01 82.000* PF 1 190.89 99.91 100.85 101.48 103.09 0.171369 12.01 15.90 29.61 2.19 0.049 Reach01 81.000* PF 1 190.89 99.90 102.30 101.44 102.62 0.006957 4.54 42.06 38.42 0.52 0.049 Reach01 80.000* PF 1 190.89 99.90 102.31 102.61 0.006524 4.40 43.37 38.46 0.50 0.049 Reach01 79.000* PF 1 190.89 99.89 102.32 102.60 0.006036 4.25 44.88 38.56 0.48 0.049 Reach01 78.000* PF 1 190.89 99.89 102.32 102.59 0.005695 4.14 46.16 38.58 0.47 0.049 Reach01 77.000* PF 1 190.89 99.88 102.32 102.57 0.005295 4.00 47.67 38.67 0.45 0.049 Reach01 76.000* PF 1 190.89 99.88 102.33 101.29 102.56 0.005010 3.90 48.96 38.69 0.44 0.049 980 990 1000 1010 1020 1030 100 102 104 106 108 110 D-40 Riprap Sizing Plan: Node 124 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 100 Start of D-40 instantaneously outside of storm drain pipe Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 Crit PF 1 WS PF 1 Ground Ineff Bank Sta .0328 980 990 1000 1010 1020 1030 99 100 101 102 103 104 D-40 Riprap Sizing Plan: Node 124 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 84 D-40 End of transition from 2D wide to 3D wide Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 Crit PF 1 WS PF 1 Ground Ineff Bank Sta .049 980 990 1000 1010 1020 1030 99 100 101 102 103 104 D-40 Riprap Sizing Plan: Node 124 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 76.000* Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Ineff Bank Sta .049 0 5 10 15 20 25 98 100 102 104 106 108 110 D-40 Riprap Sizing Plan: Node 124 - 50-yr MDP 3/24/2022 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground River01 Reach01 HEC-RAS Plan: Node 221 - 50 yr River: River01 Reach: Reach01 Profile: PF 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Mann Wtd Chnl (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) Reach01 100 PF 1 320.22 100.00 101.22 102.80 108.66 0.234991 21.87 14.64 31.32 3.49 0.038 Reach01 99.000* PF 1 320.22 100.00 101.19 102.72 108.35 0.232543 21.45 14.93 31.67 3.46 0.038 Reach01 98.000* PF 1 320.22 99.99 101.16 102.64 108.03 0.229116 21.02 15.23 32.03 3.42 0.038 Reach01 97.000* PF 1 320.22 99.99 101.14 102.58 107.72 0.223842 20.56 15.57 32.42 3.38 0.038 Reach01 96.000* PF 1 320.22 99.98 101.12 102.51 107.41 0.218772 20.13 15.91 32.82 3.33 0.038 Reach01 95.000* PF 1 320.22 99.97 101.09 102.44 107.12 0.213132 19.69 16.26 33.23 3.28 0.038 Reach01 94.000* PF 1 320.22 99.97 101.08 102.38 106.82 0.205800 19.22 16.66 33.66 3.22 0.038 Reach01 93.000* PF 1 320.22 99.96 101.06 102.32 106.54 0.199075 18.79 17.05 34.10 3.16 0.038 Reach01 92.000* PF 1 320.22 99.96 101.05 102.27 106.27 0.191080 18.32 17.48 34.55 3.09 0.038 Reach01 91.000* PF 1 320.22 99.96 101.05 102.23 106.01 0.182946 17.86 17.93 35.02 3.02 0.038 Reach01 90.000* PF 1 320.22 99.95 101.03 102.17 105.76 0.175755 17.44 18.36 35.48 2.96 0.038 Reach01 89.000* PF 1 320.22 99.94 101.01 102.12 105.52 0.168511 17.02 18.81 35.95 2.89 0.038 Reach01 88.000* PF 1 320.22 99.94 101.01 102.08 105.27 0.159279 16.55 19.35 36.45 2.81 0.038 Reach01 87.000* PF 1 320.22 99.93 101.00 102.03 105.06 0.152294 16.15 19.83 36.93 2.75 0.038 Reach01 86.000* PF 1 320.22 99.93 101.00 101.99 104.85 0.144384 15.73 20.36 37.43 2.68 0.038 Reach01 85.000* PF 1 320.22 99.92 100.99 101.95 104.64 0.137075 15.32 20.90 37.93 2.61 0.038 Reach01 84.000* PF 1 320.22 99.92 101.00 101.91 104.41 0.197535 14.80 21.63 38.49 2.51 0.047 Reach01 83.000* PF 1 320.22 99.92 101.02 101.88 104.13 0.175485 14.15 22.63 39.12 2.37 0.047 Reach01 82.000* PF 1 320.22 99.91 101.03 101.84 103.90 0.158123 13.58 23.58 39.74 2.26 0.047 Reach01 81.000* PF 1 320.22 99.90 101.04 101.80 103.68 0.142509 13.04 24.56 40.35 2.15 0.047 Reach01 80.000* PF 1 320.22 99.90 101.07 101.77 103.49 0.127122 12.49 25.65 40.99 2.04 0.047 Reach01 79.000* PF 1 320.22 99.89 102.65 101.73 103.06 0.006911 5.17 61.99 51.03 0.55 0.047 Reach01 78.000* PF 1 320.22 99.89 102.65 103.05 0.006566 5.04 63.51 51.57 0.53 0.047 Reach01 77.000* PF 1 320.22 99.88 102.66 103.03 0.006161 4.90 65.29 52.17 0.52 0.047 Reach01 76 PF 1 320.22 99.88 102.66 103.02 0.005880 4.80 66.77 52.69 0.51 0.047 Reach01 75.000* PF 1 320.22 99.87 102.67 103.01 0.005535 4.67 68.56 52.79 0.49 0.047 Reach01 74.000* PF 1 320.22 99.87 102.67 103.00 0.005296 4.57 70.03 52.81 0.48 0.047 Reach01 73.000* PF 1 320.22 99.86 102.68 101.55 102.99 0.005000 4.46 71.82 52.90 0.47 0.047 980 990 1000 1010 1020 1030 100 102 104 106 108 110 D-40 Riprap Sizing Plan: Node 221 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 100 Start of D-40 instantaneously outside of storm drain pipe Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 Crit PF 1 WS PF 1 Ground Ineff Bank Sta .0376 970 980 990 1000 1010 1020 1030 1040 99 100 101 102 103 104 D-40 Riprap Sizing Plan: Node 221 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 76 D-40 End of transition from 2D wide to 3D wide Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Ineff Bank Sta .047 970 980 990 1000 1010 1020 1030 1040 99 100 101 102 103 104 D-40 Riprap Sizing Plan: Node 221 - 50-yr MDP 3/24/2022 River = River01 Reach = Reach01 RS = 73.000* Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Ineff Bank Sta .047 0 5 10 15 20 25 30 98 100 102 104 106 108 110 D-40 Riprap Sizing Plan: Node 221 - 50-yr MDP 3/24/2022 Main Channel Distance (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground River01 Reach01