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HomeMy WebLinkAboutCUP 2022-0010; CARLSBAD DESALINATION PLANT INTAKE AND DISCHARGE MODIFICATION; FINAL DRAINAGE REPORT CARLSBAD DESALINATION PLANT INTAKE SCREENING - PHASE 2; 2023-12-11 Final Drainage Report Carlsbad Desalination Plant Intake Screening – Phase 2 Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A December 11, 2023 e POSEIDON CHANNELSIDE a Poseidon Water company Final Drainage Report L)~ Poseidon Water I Project No. CUP 2022-0010, GR2022-0047, ROW2022-0624, DWG 539-8A ~ • ·~ REGISTERED CIVIL ENGINEER CERTIFICATION This Drainage Report has been prepared under the direction of the following registered civil engineer. The registered civil engineer attests to the technical information contained herein and the engineering data upon which recommendations, conclusions, and decisions are based. 12-7-2023 Leonardo Hernandez, P.E. Date Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A ii Table of Contents 1 Project Description .............................................................................................................................. 1 1.1 Background ............................................................................................................................... 1 1.2 Preferred Phase 2 Concept ....................................................................................................... 4 1.3 Goals and Objectives ................................................................................................................ 6 2 Hydrology Methodology ....................................................................................................................... 7 3 Existing Condition ................................................................................................................................ 9 3.1 Existing Drainage Area 100 ...................................................................................................... 9 3.2 Existing Drainage Area 200 ...................................................................................................... 9 3.3 Existing Drainage Area 300 .................................................................................................... 10 3.4 Existing Drainage Area 400 .................................................................................................... 10 3.5 Existing Drainage Area 500 .................................................................................................... 10 3.6 Existing Drainage Area 600 .................................................................................................... 11 3.7 Existing Drainage Area 700 .................................................................................................... 11 3.8 Existing Drainage Area 800 .................................................................................................... 11 3.9 Existing Drainage Area 900 .................................................................................................... 11 4 Proposed Condition ........................................................................................................................... 13 4.1 Proposed Drainage Area 100 .................................................................................................. 13 4.2 Proposed Drainage Area 200 .................................................................................................. 13 4.3 Proposed Drainage Area 300 .................................................................................................. 13 4.4 Proposed Drainage Area 400 .................................................................................................. 14 4.5 Proposed Drainage Area 500 .................................................................................................. 14 4.6 Proposed Drainage Area 600 .................................................................................................. 14 4.7 Proposed Drainage Area 700 .................................................................................................. 15 4.8 Proposed Drainage Area 800 .................................................................................................. 15 4.9 Proposed Drainage Area 900 .................................................................................................. 15 5 Results and Conclusion ..................................................................................................................... 17 6 References ........................................................................................................................................ 18 Tables Table 1: Existing Condition Hydrologic Data............................................................................................... 12 Table 2: Proposed Condition Hydrologic Data ............................................................................................ 15 Table 3: Proposed Condition Flows and Comparison to Existing Condition .............................................. 16 Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A iii Figures Figure 1: The Claude “Bud” Lewis Carlsbad Desalination Plant................................................................... 1 Figure 2: Phase 1 Dilution Pump Station ...................................................................................................... 2 Figure 3: Location Map ................................................................................................................................. 3 Figure 4: Vicinity Map .................................................................................................................................... 3 Figure 5: Alternative 22 Concept Visualization ............................................................................................. 5 Figure 6: Headwall Entrance Near Carlsbad Boulevard Driveway Entrance .............................................. 10 Appendices Appendix A. Hydrology Exhibits Appendix B. Calculations Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 1 1 Project Description 1.1 Background The Claude “Bud” Lewis Carlsbad Desalination Plant (CDP), pictured in Figure 1, has been operating since 2016, producing approximately 50 million gallons per day (MGD) to meet 10 percent of the City of San Diego’s daily potable water demands. The plant is located in the City Carlsbad, north of Cannon Road and adjacent to the Agua Hedionda Lagoon, see Figure 3 and Figure 4 for Location and Vicinity Maps, respectively. The plant has been operating under a temporary State Water Quality Control Board (Water Board) permit that will expire December 11, 2023, following decommissioning of the cohabitated Encina power plant, which operated a shared ocean water intake structure until the end of 2019. A new permit will be required to comply with the Water Board’s Ocean Plan Amendment (OPA), which was adopted by the Water Board in May 2015. Figure 1: The Claude “Bud” Lewis Carlsbad Desalination Plant A concept to meet the OPA was tentatively approved when the temporary permit was issued with plant construction in 2013. However, OPA interpretation by the Water Board has changed since that time, requiring Poseidon to consider alternative concepts to comply with updated interpretations. Since early 2017, Poseidon has been identifying and evaluating alternatives to satisfy the OPA and stakeholder’s primary goal to supply drinking water in a safe and cost-effective manner. Over 25 alternatives were considered, culminating in a two-phase construction project to comply with all permitting requirements, including those within the OPA. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 2 The Water Board has accepted the two-phased approach and, on May 8, 2019, adopted the first OPA permit to be issued. The first project phase, primarily consisting of a new Dilution Pump Station (DPS), was constructed and commissioned in March 2020 as shown in Figure 2. Figure 2: Phase 1 Dilution Pump Station The second phase replaces the current NRG screens with OPA-compliant screens along with other ancillary facilities in accordance with concept Alternative 21B. Poseidon decided to modify the Phase 2 concept to minimize operational unknowns and develop Alternative 22, currently under consideration by the Regional Water Quality Control Board (RWQCB). This preliminary design report (PDR) for the CDP Intake Screening – Phase 2 Project (Project) provides the goals, objectives, and 60% design for Phase 2 of the OPA-compliant intake system as summarized in the following sections. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 3 Figure 3: Location Map Figure 4: Vicinity Map PROJECT SITE Sot.ANA BEACH OELM.AR SAN C•IEGO IMPERIAL BEACH Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 4 1.2 Preferred Phase 2 Concept The current concept approved by the RWQCB consists of 16 in-lagoon wedge-wire screens with 900-foot-long laterals (Alternative 21B). Poseidon requested HDR evaluate alternative approaches that would address the operational concerns associated with uncertainty of bio-growth and self- cleaning wedge-wire screens performance within a seawater environment. Alternative 22, as described below eliminates the risk of marine growth in the long laterals of Alternative 21B, and most dual-flow screen (DFS) inspection and service can be performed above water. Alternative 22 was submitted to the RWQCB as the new preferred alternative and is the subject of this report. Figure 5 provides a visualization of the concept. Major project components of Alternative 22 include: · Pile-supported screen and bridge structure (intake) with access ramps · OPA-compliant fish screens · Screen spray wash system and debris removal · Fish screen protection consisting of one of the following approaches (both will be included with design until the preferred requirement is dictated by regulatory agency): o Eleven stationary Large Organism Exclusion Devices (LOED), similar to trash racks, and trash-raking monorail system o Debris boom · Electrical building · Site modifications to accommodate long term Poseidon easements, consisting primarily of: o Demolition of NRG facilities outside of Poseidon easements o Relocation of Poseidon facilities (primarily 72-inch IPS intake pipeline) outside of Poseidon easements Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 5 Figure 5: Alternative 22 Concept Visualization Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 6 1.3 Goals and Objectives The following are the primary goals and objectives of this drainage report: · To determine hydrologic conditions for existing and proposed project conditions. · To size the proposed drainage infrastructure. The proposed project drainage improvements will comply with the City of Carlsbad Engineering Standards. See 100% Stormwater Quality Management Plan (SWQMP) for post-construction stormwater quality compliance with the City of Carlsbad Municipal Separate Storm Sewer System (MS4) National Pollutant Discharge Elimination System (NPDES) requirements. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 7 2 Hydrology Methodology The project is located within the City of Carlsbad which defers to the San Diego County Hydrology Manual, dated June 2003 (SDCHM) for drainage design and hydrologic analyses, including preparation of drainage reports. The SDCHM specifies the methodology for determination of flows for areas less than 1 square mile is to be the Rational Method or the Modified Rational Method. The (RM) is expressed as follows: (Equation 2.1) ∗ ∗ Where: Q = peak discharge (cubic feet per second) C = runoff coefficient I = average rainfall intensity for a duration equal to time of concertation (Tc) (inches/hour) A = tributary drainage area (acre) (Equation 2.2) 0.90 ∗ % ∗ 1 % Where: Cp = Pervious Coefficient Runoff Value for the soil type (Equation 2.3) 7.44 ∗ 6 ∗ 0.645 Where: P6a = adjusted 6-hour precipitation increased or decreased to be within 45% to 65% of P24 (24-hour rainfall amount) [inches] D = duration (Tc) [minutes]; 5 minutes minimum per manual (Equation 2.4) !" ! !# Where: Tc = time of concentration (minutes) Ti = initial time of concentration (minutes) Tt = travel time of concentration (minutes) (Equation 2.5) Ti = (1.8 * (1.1 – C) * D1/2) / S1/3 Where: Ti = Initial Time of concentration (minutes) C = runoff coefficient S = slope (%) D = duration (minutes) Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 8 Downstream of determining the initial time of concentration, the subsequent travel time is determined by dividing the drainage improvement flow length by the flow velocity as shown in Equation 2.6 below: (Equation 2.6) !# $/ &/60 Where: !# = Travel Time (second) L = Drainage Improvement Length Through Drainage Area (feet) V = Velocity (feet per second) The flow velocity is calculated by solving for Manning’s Formula as expressed below: (Equation 2.7) & '(.)* +,-. /∗ (/0 Where: V = Flow Velocity (feet per second) n = Manning’s Roughness Coefficient (dimensionless) R = Hydraulic Radius (dimensionless) s = Slope (in decimal) The project proposes use of the Hydrowin program, version 2008 developed by Advanced Engineering Software, to perform the calculations for the 10-Year Design and 100-Year Design Storm Events. The 10-Year design storm event will be used for design of the underground drainage improvements. The 100-Year design storm event will be used for above-ground drainage improvements adjacent to building improvements. See Appendix A for the following: 1. The Percent Impervious Runoff Coefficients for Urban Areas. 2. The Soil Hydrologic Group Exhibit for the soils surrounding the project site. 3. The 10 & 100- Year Intensity-Duration Design Chart. 4. The 10 & 100- Year Rainfall Event – 6- and 24-hours. 5. The 10 & 100- Year Design Storm Hydrowin (AES) Hydrology Calculations. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 9 3 Existing Condition The existing site is subdivided into two general areas consisting of the site entrance and adjacent parking identified as the upper area, and a lower area. The upper area includes the project entrance from Carlsbad Blvd. and the surface parking lot located south of the entrance road. This area is relatively flat with localized depressions where inlet improvements are utilized to collect the surface runoff. The surface gradients range between 0.1% to 4%. The lower area includes the location of the facility improvements which are located adjacent to the Agua Hedionda Lagoon (Lagoon) and discharge pond located just west of the lagoon and north of the entrance road. The lower area includes surface runoff from the graded embankments draining towards the asphalt roadway. The runoff is either collected into grate inlet improvements or is allowed to surface flow directly into the discharge pond. The project site is divided into 9 drainage areas identified as 100 through 900. See Exhibit A in Appendix A for the existing conditions hydrology layout. The following descriptions below provide a summary for each of the drainage areas. 3.1 Existing Drainage Area 100 This drainage area is approximately 2.1 acres in area and includes a majority of the parking areas at the south side of the project site. A series of localized depressions allow for grate inlets to collect the surface runoff and convey through storm drain pipes ranging in size from 4 inches to 12 inches in diameter towards an existing manhole structure that is connected to the one of three reinforced concrete boxes (RCB) which outlet towards the discharge pond. Table 1 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 3.2 Existing Drainage Area 200 This drainage area is approximately 1.0 acres in area and includes a portion of the existing parking area south at the south side of the project site. The parking area either drains towards an earthen swale either directly or through and existing headwall and storm drain improvement. The earthen swale drains from south to north towards a headwall located adjacent to the site entrance off of Carlsbad Boulevard. A photo of the headwall is provided in Figure 6 below and shows the inlet has a fair amount of sediment accumulated at the entrance. A review of available record drawings indicate the headwall has an 18” storm drain which conveys the runoff northward towards an earthen ditch that eventually conveys the runoff north towards the discharge pond. A recent site walk has verified the location of the storm drain terminus. Due to a lack of maintenance, the earthen ditch has been covered by iceplant overgrowth and rendered the swale unable to convey the flow. Table 1 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 10 Figure 6: Headwall Entrance Near Carlsbad Boulevard Driveway Entrance 3.3 Existing Drainage Area 300 This drainage area is approximately 0.4 acres in area and includes the existing CDP-IPS facility including the southern portion of the adjacent parking area and earthen swale adjacent to it. The runoff is conveyed from west to east along the swale and is collected in the depression adjacent to the CDP-IPS facility where the runoff is allowed to infiltrate into the ground. Table 1 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 3.4 Existing Drainage Area 400 This drainage area is approximately 0.3 acres in area and includes the northern portion of the parking adjacent to the existing CDP-IPS facility and the landscaped area north of the parking asphalt parking area. The runoff is conveyed from west to east along an unimproved swale and directed to a bioretention pond, where the runoff is allowed to collect. A grated catch basin structure is located within the bioretention pond and acts as an emergency overflow structure when the ponded depth exceeds 18 inches. A 2-inch plastic pipe extends northward and outlets onto the lower area access road through the asphalt dike. An assumption using Normal Depth formula for the flow through the 2” pipe indicates the flow entering the asphalt roadway is less than 0.1 cfs. Table 1 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 3.5 Existing Drainage Area 500 This drainage area is approximately 0.6 acres in area and bounded to the west by the existing walkway and the dilution pump facilities and lagoon to the north. The drainage area also includes a portion of the asphalt access road extending southward towards the upper parking lot area. The runoff sheet flows northward towards the edge of the dilution pump facilities. The runoff then drains eastward around the dilution pump facility area towards a low point in the asphalt pavement where the flow is allowed to sheet flow directly into the lagoon. Table 1 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 11 3.6 Existing Drainage Area 600 This drainage area is approximately 0.3 acres in area and is bounded to the west by drainage area 500. The drainage area includes the remaining portion of the asphalt road which extends eastward towards the wooden dock at the end of the roadway. It also includes the graded embankment located behind an existing retaining wall. The runoff is collected along a concrete gutter located adjacent to the retaining wall and conveyed towards the existing grate inlet at the sump. A 6-inch plastic pipe conveys the flow from the inlet to the lagoon. Table 1 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 3.7 Existing Drainage Area 700 This drainage area is designated for the two areas that are included as part of the project site but do not contribute to the storm runoff. The first is the forebay located in the southwestern portion of upper parking area. The forebay is lower than the adjacent parking area and the flow is allowed to drain into RCB structures located below. Hydrology calculations are not provided for this area. The second area includes the dilution pump facility area. Runoff from this area is allowed to drain directly into the pump wells located below. Hydrology calculations are not provided for this area. 3.8 Existing Drainage Area 800 This area is approximately 0.3 acres in area and consists primarily of the asphalt access road connecting the upper parking area and lower area asphalt access road to the oyster farm located north of the depression pond. The runoff is conveyed towards a low point located near the southern portion of the access road. Runoff from the drainage area is allowed to surface flow into the Discharge Pond. Table 1 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 3.9 Existing Drainage Area 900 This drainage area is approximately 0.5 acres in area and is bounded to the west by Carlsbad Boulevard, to the south by the discharge pond and drainage area 500 to the south. The drainage area includes the asphalt road and adjacent structures. The runoff sheet flows towards the boat ramp entering the lagoon. Table 1 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 12 Table 1: Existing Condition Hydrologic Data Drainage Area Area (ac) Roughness Coefficient (C) Exist 10-Year Flow (CFS) Exist 100-Year Flow (CFS) 100 2.1 0.95 9.5 13.7 200 1.0 0.70 1.1 1.7 300 0.4 0.77 1.2 1.8 400 0.3 0.61 0.6 0.9 500 0.6 0.67 1.4 2.0 600 0.3 0.78 1.1 1.6 700 * * * * 800 0.3 0.95 1.4 2.0 900 0.5 0.95 2.3 3.3 * See description in Section 3.7. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 13 4 Proposed Condition The proposed project condition includes construction of the proposed Phase 2 project improvements discussed in Section 1.2 of the report. The following includes a description of the proposed drainage improvements at each drainage area. See Table 2 for the Proposed Condition Hydrologic Data. 4.1 Proposed Drainage Area 100 This drainage area remains relatively unchanged from the existing condition. The bottom of the existing manhole where the system of storm drains converge towards is to be plugged due to the proposed abandonment of the existing RCB structures. A 24-inch storm drain is proposed to convey the flow towards the existing brine discharge main at a point downstream of the brine discharge vault and Flow Meter Manhole. Prior to connecting to the brine discharge main, a diversion manhole allows the low flows to drain towards a proposed Contech MWS treatment BMP. The flow is then reconnected to the 24” storm drain. At a point just upstream of the connection to the brine discharge main, the storm drain is downsized from 24” storm drain to a 12” storm drain. A hydraulic calculation using Water Surface Profile Gradient (WSPG) software indicates the HGL is slightly above the storm main indicating pressure flow. However both the 12 and 24” storm drain main are adequate for conveying the 10-Year storm flow. Table 2 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. The existing brine discharge main is a 96” HDPE pipe designed to convey a peak 120 Million Gallons per Day (MGD)/185 cfs from the water treatment facility. Coordination with plant representatives reveal that this peak flow event has only occurred twice since 2016. The more typical flow within the brine discharge main is closer to 60 MGD/93 cfs which results in the water surface elevation closer to 50% of capacity. The report assumes that a coinciding peak treatment plant flow with a storm peak flow would be rare to nonexistent. 4.2 Proposed Drainage Area 200 This drainage area remains relatively unchanged from the existing condition. The runoff is allowed to flow along the existing drainage path of travel, exiting from the 18” storm drain onto the proposed rip rap protected swale and discharging into the proposed biofiltration basin located adjacent to the lower level access road. The runoff in the biofiltration basin is confluenced with the flow from drainage area 500. Table 2 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. The normal depth calculation for the rip rap protected swale is included in Appendix B 4.3 Proposed Drainage Area 300 The proposed improvements within the drainage area includes regrading of the landscaped area to eliminate the existing drainage swale that conveys the runoff eastward. The impervious parking area is reduced to accommodate construction of IPS intake piping and related bulkhead vaults with grated covers. These improvements reduce the amount of runoff generated within the drainage area. Table 2 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 14 4.4 Proposed Drainage Area 400 The existing drive aisle and parking area is reduced from the existing condition. In addition, the alignment for the 2” outflow pipe extending from the existing bioretention pond will be modified due to construction of the proposed electric facility. The 2” pipe is to be re-routed around the retaining wall and outlet onto the asphalt roadway. These improvements will not result in a significant change to the flow onto the access road. A normal depth calculation is provided to show the maximum flow conveyed by the 2” pipe under open channel conditions which drains into Drainage Area 500 and appears to be negligible. Table 2 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. 4.5 Proposed Drainage Area 500 The drainage area is modified to account for the lower level access road improvements extending from the proposed bridge ramp at the east end of the lower level access road and extending westward towards to the west end of the lower level access road. The modified drainage area also includes the construction of a proposed electrical building within the existing embankment and the landscaped area south of the embankment area. The runoff from the drainage area is conveyed along a ribbon gutter, constructed along the lower level access road. The ribbon gutter drains westward towards a proposed biofiltration basin located at the west end of the lower level access road. The flow confluences with flow from drainage area 200 within the basin. The biofiltration basin is intended to provide a water quality treatment value to the project. It is not intended to retain a specific volume or reduce the flow to a specific quantity for flood control purposes. The bottom dimensions of the basin is 6’ wide x 18.5’ long at elevation 9.0. The basin side slope gradient is approximately 5:1 or flatter. The basin includes two discharge points, one at the southwest corner to accommodate flow entering from drainage area 200 and a second along the east side where it receives runoff from the ribbon gutter along the access road. The basin outlets onto a ribbon gutter along the access road that conveys the flow towards a 12 inch wide trench drain with a grated cover. The flow is then conveyed towards the brine discharge main. Due to the interruption of flow at the proposed biofiltration basin, the hydrology calculations terminate at the basin. A normal depth calculation using Manning’s Formula is utilized to determine the maximum capacity of the trench drain to convey the flow towards the brine line.. Table 2 below provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. The brine discharge main described above is the same discharge main from Drainage Area 100 which terminates within the lagoon. 4.6 Proposed Drainage Area 600 The drainage area is modified due to construction of the access ramp to the bridge deck discussed in Drainage Area 500. These improvements result in an overall reduction of the drainage area and runoff flowing into the existing grate inlet. No modifications to the existing inlet and drain pipe extending to the lagoon are anticipated. Table 2 provides the drainage area characteristics and Table 3 provides the flow generated within the drainage area. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 15 4.7 Proposed Drainage Area 700 As described in Section 3.7, this area is designated for the two areas that are included as part of the project site but do not contribute to the storm runoff. For the proposed condition the forebay located in the southwestern portion of upper parking area is no longer needed. As the forebay is lower than the adjacent parking area, the project intends to construct a concrete cap at the bottom of the forebay which will be sloped to drain towards the existing walls. Openings will be cored into the existing walls at frequent intervals with gravel bays located adjacent to the cored holes to accommodate percolation into groundwater. The forebay depression will then be filled with pervious soil and/or dirt and filled to match the existing ground surface. Hydrology calculations are not provided for this area. 4.8 Proposed Drainage Area 800 Modifications of the drainage area include construction of a ramp connecting to the proposed bridge deck and resurfacing of the access road which will be advanced in the next phase of design. These improvements do not result in a significant change to the drainage area runoff. See Table 2 for the drainage area characteristics and Table 3 provides the flow generated within the drainage area which drains directly into the lagoon. 4.9 Proposed Drainage Area 900 No modification of the drainage area is anticipated as a result of the project improvements. See Table 2 for Existing Condition Hydrologic Data and Table 3 for the flow generated within the drainage area. Table 2: Proposed Condition Hydrologic Data Drainage Area Area (ac) Roughness Coefficient (C) 100 2.1 0.95 200 0.9 0.66 300 0.3 0.77 400 0.2 0.73 500 1.8 0.67 600 0.2 0.66 700 * * 800 0.1 0.95 900 0.5 0.95 * See description in Section 4.7 Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 16 Table 3: Proposed Condition Flows and Comparison to Existing Condition Drainage Area Exist 10-Year Flow (CFS) Prop 10-Year Flow (CFS) Delta 10-Year (CFS) Exist 100- Year Flow (CFS) Prop 100- Year Flow (CFS) Delta 100-Year (CFS) 100 9.5 9.3 -0.2 13.7 13.7 0 200 1.1 0.9 -0.2 1.7 1.4 -0.3 300 1.2 1.1 -0.1 1.8 1.6 -0.2 400 0.6 0.7 +0.1 0.9 1.0 +0.1 500 1.4 2.6 +1.2 2.0 3.7 +1.7 600 1.1 0.6 -0.5 1.6 0.9 -0.7 700 * * * * * * 800 1.4 0.5 -0.9 2.0 0.7 -1.3 900 2.3 2.3 0 3.3 3.3 0 * See description in Section 3.7 and 4.7 Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 17 5 Results and Conclusion The 10 and 100-year storm events were used to analyze the existing and proposed conditions for the project site to determine the maximum flow needed to be collected and conveyed at each drainage area. As indicated in the proposed conditions section, Drainage areas 100, 800, and 900 will not see a modification of the drainage flows from drainage area and are included in the memo due to ancillary construction of project improvements. Drainage Areas 200, 300, 400, 500, 600 and 700 are being improved to accommodate the project which may result in an adjustment of storm runoff. The points of discharge into the Agua Hedionda Lagoon are being reduced from 4 points of discharge to 2 points of discharge. See Appendix B Calculations for 10-Yr and 100-Yr Design Storm Events Hydrologic Calculations. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 18 6 References · “San Diego County Hydrology Manual”, revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. · “San Diego Regional Standard Drawings”, revised March 2022, County of San Diego, Department of Public Works. · “City of Carlsbad Engineering Standards, Volume 1, General Design Standards”, 2022 Edition, Chapter 5 Drainage Standards. · “Plate B-1 Master Plan of Drainage Facilities”, November 2007, Brown and Caldwell San Diego, California. Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 1 Appendix A. Hydrology Exhibits 1 2 - - - - - -r -/-----------------------~-- ----------_t ISSUE DATE DESCRIPTION 3 4 I I I / I / / / / / 5 / ,._'o / /8)1 DISCHARGE POND --------------------------- ....... -:-cARLSBAD BL VD "- PLAN PROJECT MANAGER S. FRIED MAN DESIGNED BY L. HERNANDEZ CHECKED BY L. VALDIVIA DRAWN BY D.CELAYA PROJECT NUMBER 10341720 J 'l! N00£60Y ----.... ~ Fl 0,V 11.5 a:: 01g,,-0.4 CF"S 0\l! -_9100 = 0. ....1 "'-"' \ A=0.8Ac -------- 6 !21 ml CJ =---- --------=-----:._----- IZI 0 7 I I ~ ) -~-.::::::------,__ -~---~ ---::-:::---::::_--:::....::: __ ~_ .;:;;:;-----~-::::~- -I ' ' I I I \ 1, I I I r- L_ LEGEND FLOW DIRECTION TC FLOW PATH DRAINAGE AREA 100 DRAINAGE AREA 200 DRAINAGE AREA 300 DRAINAGE AREA 400 DRAINAGE AREA 500 DRAINAGE AREA 600 DRAINAGE AREA 800 DRAINAGE AREA 900 8 r--------, '--------..J ,--------., '--------..J r--------, '--------..J ,---------, '--------..J ,--------""'I '---------' ,---------, '---------' ,---------, '--------..J ,--------., '--------..J DRAINAGE AREA 1000 ,---------, '--------..J SCALE: 1"=60' 0 60 120 180 EXHIBIT A G POSEIDON CHANNELSIDE EXISTING CONDITION HYDROLOGY a Poseidon Water company CARLSBAD DESALINATION PLANT PHASE 2 INTAKE MODIFICATIONS CUP 2022, GR 2022-0047, ROW 2022-0624 0 1" 2" FILENAME DRAINAGE HYDROLOGY EXISTING SHEET SCALE 1" = 60' D C B A 1 2 i+QQ. '-- ISSUE DATE DESCRIPTION 3 POINT OF DISCHARGE #2 NODE 801 FL ELEV 10.43 Q10 = 0.5 CFS Q100 = 0.7 CFS ----' DISCHARGE POND W EST RAM P 7 12" TRENCH DRAIN _.,=-s: 4 11. -----~ OHE ------OHE --'-s~11,;.:-f--f!fli -----------=== --= 16+QQ_ PLAN SCALE: 1" = 60' PROJECT MANAGER S FRIEDMAN DESIGNED BY L HERNANDEZ CHECKED BY L VALDIVIA DRAWN BY D. CELAYA PROJECT NUMBER 10341720 ... J.. \ 5 6 --~ ---------• • • A=ci.Jac 202 I LEV 17/0 " . \\ I l \ \ lilu..:::' ; I I I I / I l ' 1 11 1ti,1 ) ti /01 I / 1 . . I 1n ~ '~i .. \ 1 ' I <>= n .~ ~ '-0 Ir-"", u □ " ~ ~ ~ r-/~1 ~ POSEIDON CHANNELSIDE a Poseidon Water company CARLSBAD DESALINATION PLANT PHASE 2 INTAKE MODIFICATIONS CUP 2022, GR 2022-0047, ROW 2022-0624 \ ---= -, 0 7 8 LEGEND FLOW DIRECTION I TC FLOW PATH DRAINAGE AREA 100 r-------, L-------.J DRAINAGE AREA 200 r-------, D 1... _______ ..J DRAINAGE AREA 300 ,-------, L-------.J DRAINAGE AREA 400 r-------, 1... _______ ..J DRAINAGE AREA 500 r-------, 1... _______ ..J !f 0 ~ DRAINAGE AREA 600 r-------, 1... _______ ..J DRAINAGE AREA 800 r--------, 1... _______ ...J DRAINAGE AREA 900 r-------, L-------.J igJ I J,t 0 ,1 () 1/ C B A I ) --;, ~:c:; SCALE: 1"=60' -----0 60 120 180 EXHIBIT B PROPOSED CONDITION HYDROLOGY 1" 2" FILENAME Hydro logy Proposed .dwg SHEET SCALE 1" = 60' X OF 289 Final Drainage Report Poseidon Water | Project No. CUP 2022-0010, GR2022-0047, ROW 2022-0624, DWG 539-8A 2 Appendix B. Calculations COUNTY OF SAN DIEGO RAINFALL RUNOFF CHARTS SOIL CLASSIFICATION MAP PROJECT LOCATION P6= 2.6 ' ~ ~ ii. \ ' I . \ \ ' '-----I -_ ___JI DPW ~GIS [lep:IJ""iJ7ient Di P1.1Mc Works Gca,r,.Jpjik /11furtr,.100li &-rv,\:;r.l5' S~GIS We Have San Diq;o Covered! PROJECT LOCATION P24= 4.3 , r DPW ~GIS [lep:I.J""iJ7ient Di P110c Wo.~ Grn,r,..•pfll/,; /11furrr,.itiw1 &rv,Y.;rp:s S~GIS '.:Xie Have San Diq;o Covered! Assume Soil Type "B" .. ; " ·.J.k-/4,l l ~ r· .......... .,, > .,,, • \' l'.I /· ~ • lE , · • Y'/,~ ,,.I .~: •' D -D D D D s1.IGIS 'i;i/c Have San Diq;o Covered! 100 2.6 4.3 60 2.6 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0.5 0.4 0.3 0.2 0.1 ' ' " .... ' "r-.. ' ' .... i, .... .... ' • ' .... , ........ .... I'-,. 'r-. r-,, ' ... ... 'r-.. ' ' ..... .... , .... ,. ... • ' ' ' .... "r-,. ' ' ' ... ' .... , ' ' • ' 'r-.. ... ..... ' .... ,. ' ' .... , ' , .. ' 5 6 7 8 9 10 ·, .... • r-.., ·, ... , ·, .... , r-.r-. .. r-' ' ~ .. .. I" I'-"-""" , .. .. ~ ~ r-.r-, "'i-. '~ ~ .. .. .. , ... , .. 'i-. ~ ~ r-.,. '~ .. .. r-. I", .. .. "r-~ ....... .. ,. 'r-.. ... .. ~ .. 1'-i-,. ,, "", .. 15 20 30 Minutes .. .. '"" .... .. .... .. ~r-.. .. ~ ~ .. .. .. .. ~ .. ~ ~ ~ '"" ~ .. .. .. ""~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) 'i', ... ' ... , .... i', ,i-.. ' ~ i', .... 'i-.. 1, 'i-.. 'r-- Ir-. ... , , ... 'i-.. ' I'-, 'i' '-i-.. 2 ', '' .. ' .... '' ' .. .. ""· ', ', ' ~ "" '' . .... , . .... , .. , ' I" .. ', '"" I" I" 3 Hours .. .. .. .. .. .. .. ~ ~ .. .. .. 4 5 6 O> i 0 ~ 7J ro 0 6.0 R 5.5 ~ 5.0 g 4.5 5' 0 4.0 ~ 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed . Application Form: (a) Selected frequency ___ year p (b) p6 = ---in., P24 = ---'P 6 = %(2J 24 (c) Adjusted p6<2l = ___ in. (d) tx = __ min . (e) I = __ in./hr . Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 -25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ 0.69 1.03 1.38 1.72 2.0~ 2.41 2.76_ 3.10 3.45 3.79 c---4.13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 ,_~ 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 TI3 1.43 1.63 1.84 2.04 2.25 2 .45 120 0.34 0.51 0.613_ 0.85 ~ 1.19 1.36 1.53 1.70 1.87 2.04 --f--150 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE ~ AES HYDROLOGY CALCULATIONS EXISTING 10 YEAR ____________________________________________________________________________ **************************************************************************** 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 100 * ************************************************************************** FILE NAME: C:\AES2008\XPS100.DAT TIME/DATE OF STUDY: 11:02 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN 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 = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 18.00 DOWNSTREAM ELEVATION(FEET) = 17.70 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.70 DOWNSTREAM(FEET) = 17.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.11 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 3.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.35 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 14.90 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 3.36 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.70 TC(MIN.) = 3.36 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.90 DOWNSTREAM(FEET) = 14.20 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 3.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 3.60 TC(MIN.) = 3.89 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.20 DOWNSTREAM(FEET) = 12.10 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.60 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 4.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.86 TC(MIN.) = 4.35 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.10 DOWNSTREAM(FEET) = 11.60 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.29 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 4.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 503.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 9.46 TC(MIN.) = 4.57 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 4.57 PEAK FLOW RATE(CFS) = 9.46 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 200 * ************************************************************************** FILE NAME: C:\AES2008\XPS200.DAT TIME/DATE OF STUDY: 09:06 04/27/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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 = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 18.50 DOWNSTREAM ELEVATION(FEET) = 17.80 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.708 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.354 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.80 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0062 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.300 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.680 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.18 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 19.27 Tc(MIN.) = 24.98 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.24 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 0.17 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.680 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.71 TC(MIN.) = 24.98 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 15.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 CHANNEL SLOPE = 0.0072 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.613 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.12 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 26.62 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.70 DOWNSTREAM(FEET) = 11.00 FLOW LENGTH(FEET) = 257.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 27.59 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.00 DOWNSTREAM(FEET) = 10.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 71.00 CHANNEL SLOPE = 0.0141 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.538 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.13 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 28.64 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 729.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 28.64 PEAK FLOW RATE(CFS) = 1.08 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 300 * ************************************************************************** FILE NAME: C:\AES2008\XPS300.DAT TIME/DATE OF STUDY: 12:51 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.60 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.292 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.572 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.60 DOWNSTREAM(FEET) = 16.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0123 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.024 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.855 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.35 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 6.90 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 210.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.90 PEAK FLOW RATE(CFS) = 1.19 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 400 * ************************************************************************** FILE NAME: C:\AES2008\XPS400.DAT TIME/DATE OF STUDY: 12:54 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.30 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.858 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.543 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.30 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0160 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.023 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.350 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 8.57 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.610 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 170.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 8.57 PEAK FLOW RATE(CFS) = 0.61 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 500 * ************************************************************************** FILE NAME: C:\AES2008\XPS500.DAT TIME/DATE OF STUDY: 12:54 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.759 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.91 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.905 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 192.00 CHANNEL SLOPE = 0.0391 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.398 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.97 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 8.38 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.32 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 357.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 8.38 PEAK FLOW RATE(CFS) = 1.37 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 600 * ************************************************************************** FILE NAME: C:\AES2008\XPS600.DAT TIME/DATE OF STUDY: 12:56 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 11.50 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.439 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 82.65 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.50 DOWNSTREAM(FEET) = 6.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.08 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.98 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.780 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.72 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 270.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 3.98 PEAK FLOW RATE(CFS) = 1.11 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 800 * ************************************************************************** FILE NAME: C:\AES2008\XPS800.DAT TIME/DATE OF STUDY: 12:58 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 10.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.303 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.12 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) = 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.15 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 3.03 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.45 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 215.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 3.03 PEAK FLOW RATE(CFS) = 0.90 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 10 YEAR HYDROLOGY * * DRAINAGE AREA 900 * ************************************************************************** FILE NAME: C:\AES2008\XPS900.DAT TIME/DATE OF STUDY: 11:58 04/27/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.793 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 8.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0263 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.22 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 2.08 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.61 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 138.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 2.08 PEAK FLOW RATE(CFS) = 2.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS AES HYDROLOGY CALCULATIONS EXISTING 100 YEAR ____________________________________________________________________________ **************************************************************************** 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 100 * ************************************************************************** FILE NAME: C:\AES2008\XPS100.DAT TIME/DATE OF STUDY: 03:02 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN 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 = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 18.00 DOWNSTREAM ELEVATION(FEET) = 17.70 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.70 DOWNSTREAM(FEET) = 17.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0043 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.27 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 3.01 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.95 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 14.90 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.60 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 3.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 3.90 TC(MIN.) = 3.27 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.90 DOWNSTREAM(FEET) = 14.20 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.90 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 3.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 5.21 TC(MIN.) = 3.80 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.20 DOWNSTREAM(FEET) = 12.10 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.21 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 4.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 8.46 TC(MIN.) = 4.27 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.10 DOWNSTREAM(FEET) = 11.60 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.46 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 4.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 503.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 5.21 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 13.67 TC(MIN.) = 4.47 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 4.47 PEAK FLOW RATE(CFS) = 13.67 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 200 * ************************************************************************** FILE NAME: C:\AES2008\XPS200.DAT TIME/DATE OF STUDY: 09:21 04/27/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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 = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 18.50 DOWNSTREAM ELEVATION(FEET) = 17.80 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.708 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.289 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.80 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0062 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.300 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.555 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.20 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 17.36 Tc(MIN.) = 23.06 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.36 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.47 FLOW VELOCITY(FEET/SEC.) = 0.19 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.555 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.07 TC(MIN.) = 23.06 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 15.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 CHANNEL SLOPE = 0.0072 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.458 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.29 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 24.50 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.34 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.70 DOWNSTREAM(FEET) = 11.00 FLOW LENGTH(FEET) = 257.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.38 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 25.36 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.00 DOWNSTREAM(FEET) = 10.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 71.00 CHANNEL SLOPE = 0.0141 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.351 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.32 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 26.25 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.33 AREA-AVERAGE RUNOFF COEFFICIENT = 0.700 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 729.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 26.25 PEAK FLOW RATE(CFS) = 1.65 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 300 * ************************************************************************** FILE NAME: C:\AES2008\XPS300.DAT TIME/DATE OF STUDY: 03:19 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.60 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.292 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.604 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.60 DOWNSTREAM(FEET) = 16.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0123 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.024 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.680 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.56 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 6.68 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.31 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 210.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.68 PEAK FLOW RATE(CFS) = 1.75 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 400 * ************************************************************************** FILE NAME: C:\AES2008\XPS400.DAT TIME/DATE OF STUDY: 03:23 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.30 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.858 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.118 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.30 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0160 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.023 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.871 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.33 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 8.48 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.59 AREA-AVERAGE RUNOFF COEFFICIENT = 0.610 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 170.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 8.48 PEAK FLOW RATE(CFS) = 0.89 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 500 * ************************************************************************** FILE NAME: C:\AES2008\XPS500.DAT TIME/DATE OF STUDY: 15:45 09/16/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 UPSTREAM ELEVATION(FEET) = 17.90 DOWNSTREAM ELEVATION(FEET) = 17.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.759 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.91 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.640 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 192.00 CHANNEL SLOPE = 0.0391 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.005 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.33 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 8.13 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.01 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.90 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 357.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 8.13 PEAK FLOW RATE(CFS) = 2.01 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 600 * ************************************************************************** FILE NAME: C:\AES2008\XPS600.DAT TIME/DATE OF STUDY: 03:39 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 11.50 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.439 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 82.65 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.50 DOWNSTREAM(FEET) = 6.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 3.90 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.07 AREA-AVERAGE RUNOFF COEFFICIENT = 0.780 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 4.12 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 270.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 3.90 PEAK FLOW RATE(CFS) = 1.60 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 800 * ************************************************************************** FILE NAME: C:\AES2008\XPS800.DAT TIME/DATE OF STUDY: 04:03 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 10.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.303 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.12 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) = 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.98 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 2.89 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.30 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 215.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 2.89 PEAK FLOW RATE(CFS) = 1.30 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * EXISTING 100 YEAR HYDROLOGY * * DRAINAGE AREA 900 * ************************************************************************** FILE NAME: C:\AES2008\XPS900.DAT TIME/DATE OF STUDY: 04:12 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.793 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 8.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0263 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.51 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 2.05 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 2.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.95 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 702.00 = 138.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 2.05 PEAK FLOW RATE(CFS) = 3.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS AES HYDROLOGY CALCULATIONS PROPOSED 10 YEAR ____________________________________________________________________________ **************************************************************************** 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 100 * ************************************************************************** FILE NAME: C:\AES2008\PPS100.DAT TIME/DATE OF STUDY: 21:10 04/24/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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 = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 18.00 DOWNSTREAM ELEVATION(FEET) = 17.87 ELEVATION DIFFERENCE(FEET) = 0.13 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.87 DOWNSTREAM(FEET) = 17.84 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.61 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 3.66 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.35 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 14.90 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 3.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.70 TC(MIN.) = 3.92 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.90 DOWNSTREAM(FEET) = 14.20 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 4.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 3.60 TC(MIN.) = 4.45 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.20 DOWNSTREAM(FEET) = 12.10 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.60 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 4.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.86 TC(MIN.) = 4.92 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.10 DOWNSTREAM(FEET) = 11.60 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.29 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 503.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.661 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 9.30 TC(MIN.) = 5.14 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.30 DOWNSTREAM(FEET) = 7.00 FLOW LENGTH(FEET) = 150.20 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 653.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.90 DOWNSTREAM(FEET) = 6.16 FLOW LENGTH(FEET) = 38.98 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.01 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 692.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.16 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 8.53 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.80 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.30 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 700.71 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 5.87 PEAK FLOW RATE(CFS) = 9.30 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 200 * ************************************************************************** FILE NAME: C:\AES2008\PPS200.DAT TIME/DATE OF STUDY: 08:44 09/20/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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 = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 18.50 DOWNSTREAM ELEVATION(FEET) = 17.80 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.279 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.095 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.80 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0062 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.300 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.630 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.18 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 19.92 Tc(MIN.) = 26.20 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.32 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 0.17 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.630 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.65 TC(MIN.) = 26.20 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 15.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 CHANNEL SLOPE = 0.0072 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.565 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.09 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 27.90 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.70 DOWNSTREAM(FEET) = 11.78 FLOW LENGTH(FEET) = 257.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 28.92 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.529 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 0.91 TC(MIN.) = 28.92 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.9 TC(MIN.) = 28.92 PEAK FLOW RATE(CFS) = 0.91 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 300 * ************************************************************************** FILE NAME: C:\AES2008\PPS300.DAT TIME/DATE OF STUDY: 05:49 12/07/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 17.00 DOWNSTREAM ELEVATION(FEET) = 16.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.359 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7700 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.10 TC(MIN.) = 4.36 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 4.36 PEAK FLOW RATE(CFS) = 1.10 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 400 * ************************************************************************** FILE NAME: C:\AES2008\PPS400.DAT TIME/DATE OF STUDY: 08:16 04/25/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 17.00 DOWNSTREAM ELEVATION(FEET) = 16.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.328 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.67 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.552 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.33 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 5.33 PEAK FLOW RATE(CFS) = 0.33 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 500 * ************************************************************************** FILE NAME: C:\AES2008\PPS500.DAT TIME/DATE OF STUDY: 04:49 09/26/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.496 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.00 DOWNSTREAM(FEET) = 10.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0444 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.703 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.63 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 5.07 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.63 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.94 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) = 9.54 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0035 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.08 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.25 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 6.80 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.04 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.80 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 17.81 DOWNSTREAM ELEVATION(FEET) = 17.50 ELEVATION DIFFERENCE(FEET) = 0.31 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.895 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.855 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 504.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.50 DOWNSTREAM(FEET) = 16.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.650 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.396 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.09 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 26.42 Tc(MIN.) = 33.32 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.28 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET/SEC.) = 0.09 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 504.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 33.32 RAINFALL INTENSITY(INCH/HR) = 1.40 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.04 6.80 3.889 0.40 2 0.37 33.32 1.396 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.12 6.80 3.889 2 0.75 33.32 1.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.12 Tc(MIN.) = 6.80 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 507.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.54 DOWNSTREAM(FEET) = 9.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0035 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.715 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.34 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 7.30 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.25 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 507.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.30 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 26.51 RAIN INTENSITY(INCH/HOUR) = 1.62 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.51 RAINFALL INTENSITY(INCH/HR) = 1.62 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.24 7.30 3.715 0.90 2 1.39 26.51 1.617 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.62 7.30 3.715 2 2.37 26.51 1.617 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.62 Tc(MIN.) = 7.30 TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 507.00 = 360.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 TC(MIN.) = 7.30 PEAK FLOW RATE(CFS) = 2.62 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 600 * ************************************************************************** FILE NAME: C:\AES2008\PPS600.DAT TIME/DATE OF STUDY: 12:14 04/27/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 6.00 ELEVATION DIFFERENCE(FEET) = 11.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.351 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 88.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.00 DOWNSTREAM(FEET) = 5.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.67 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 3.55 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 270.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 3.55 PEAK FLOW RATE(CFS) = 0.73 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 800 * ************************************************************************** FILE NAME: C:\AES2008\PPS800.DAT TIME/DATE OF STUDY: 06:41 12/05/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 10.62 ELEVATION DIFFERENCE(FEET) = 0.38 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 2.41 PEAK FLOW RATE(CFS) = 0.45 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 10 YEAR HYDROLOGY * * DRAINAGE AREA 900 * ************************************************************************** FILE NAME: C:\AES2008\PPS900.DAT TIME/DATE OF STUDY: 13:16 10/19/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.793 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 8.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0263 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.22 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 2.08 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 2.61 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 138.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 2.08 PEAK FLOW RATE(CFS) = 2.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS AES HYDROLOGY CALCULATIONS PROPOSED 100 YEAR ____________________________________________________________________________ **************************************************************************** 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 100 * ************************************************************************** FILE NAME: C:\AES2008\PPS100.DAT TIME/DATE OF STUDY: 05:40 04/25/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 18.00 DOWNSTREAM ELEVATION(FEET) = 17.87 ELEVATION DIFFERENCE(FEET) = 0.13 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.87 DOWNSTREAM(FEET) = 17.84 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.70 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 3.51 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.95 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 14.90 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.60 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 3.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 3.90 TC(MIN.) = 3.77 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.90 DOWNSTREAM(FEET) = 14.20 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.90 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 4.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 5.21 TC(MIN.) = 4.30 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.20 DOWNSTREAM(FEET) = 12.10 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.21 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 4.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 8.46 TC(MIN.) = 4.76 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.10 DOWNSTREAM(FEET) = 11.60 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.46 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 4.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 503.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.9500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 5.21 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 13.67 TC(MIN.) = 4.97 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.30 DOWNSTREAM(FEET) = 7.00 FLOW LENGTH(FEET) = 150.20 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.67 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 653.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.90 DOWNSTREAM(FEET) = 6.16 FLOW LENGTH(FEET) = 38.98 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.99 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.67 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 692.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.16 DOWNSTREAM(FEET) = 4.68 FLOW LENGTH(FEET) = 8.53 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.49 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.67 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 700.71 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 5.62 PEAK FLOW RATE(CFS) = 13.67 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 200 * ************************************************************************** FILE NAME: C:\AES2008\PPS200.DAT TIME/DATE OF STUDY: 10:37 09/20/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** 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 = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 18.50 DOWNSTREAM ELEVATION(FEET) = 17.80 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.279 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.914 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.80 DOWNSTREAM(FEET) = 16.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0062 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.300 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.480 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.20 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 17.88 Tc(MIN.) = 24.16 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.33 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.49 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 0.19 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.480 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.98 TC(MIN.) = 24.16 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 15.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 CHANNEL SLOPE = 0.0072 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.389 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.28 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 25.61 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.32 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.70 DOWNSTREAM(FEET) = 11.78 FLOW LENGTH(FEET) = 257.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.26 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 26.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 658.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.336 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.39 TC(MIN.) = 26.51 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.9 TC(MIN.) = 26.51 PEAK FLOW RATE(CFS) = 1.39 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 300 * ************************************************************************** FILE NAME: C:\AES2008\PPS300.DAT TIME/DATE OF STUDY: 06:05 12/07/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 17.00 DOWNSTREAM ELEVATION(FEET) = 16.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.359 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7700 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.58 TC(MIN.) = 4.36 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 4.36 PEAK FLOW RATE(CFS) = 1.58 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 400 * ************************************************************************** FILE NAME: C:\AES2008\PPS400.DAT TIME/DATE OF STUDY: 08:12 04/25/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 17.00 DOWNSTREAM ELEVATION(FEET) = 16.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.328 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.67 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.576 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.48 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 5.33 PEAK FLOW RATE(CFS) = 0.48 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 500 * ************************************************************************** FILE NAME: C:\AES2008\PPS500.DAT TIME/DATE OF STUDY: 21:04 09/25/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.496 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.00 DOWNSTREAM(FEET) = 10.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0444 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.844 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.93 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 5.01 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 3.44 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) = 9.54 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0035 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.765 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.42 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 6.53 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.39 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.55 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.53 RAINFALL INTENSITY(INCH/HR) = 5.77 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 17.81 DOWNSTREAM ELEVATION(FEET) = 17.50 ELEVATION DIFFERENCE(FEET) = 0.31 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.895 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.568 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 504.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 17.50 DOWNSTREAM(FEET) = 16.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.650 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.123 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.10 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 23.84 Tc(MIN.) = 30.74 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.43 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.57 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 0.10 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 504.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 30.74 RAINFALL INTENSITY(INCH/HR) = 2.12 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.55 6.53 5.765 0.40 2 0.57 30.74 2.123 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.67 6.53 5.765 2 1.14 30.74 2.123 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.67 Tc(MIN.) = 6.53 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 507.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.54 DOWNSTREAM(FEET) = 9.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0035 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 12.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.518 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.85 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.45 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.99 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 507.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.99 RAINFALL INTENSITY(INCH/HR) = 5.52 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.33 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 26.51 RAIN INTENSITY(INCH/HOUR) = 2.34 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.51 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.33 6.99 5.518 0.90 2 1.39 26.51 2.336 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.69 6.99 5.518 2 2.80 26.51 2.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.69 Tc(MIN.) = 6.99 TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 507.00 = 360.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 TC(MIN.) = 6.99 PEAK FLOW RATE(CFS) = 3.69 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 600 * ************************************************************************** FILE NAME: C:\AES2008\PPS600.DAT TIME/DATE OF STUDY: 12:11 04/27/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 17.50 DOWNSTREAM ELEVATION(FEET) = 6.00 ELEVATION DIFFERENCE(FEET) = 11.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.351 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 88.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.00 DOWNSTREAM(FEET) = 5.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.88 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 3.53 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.53 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.05 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.03 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 270.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 3.53 PEAK FLOW RATE(CFS) = 1.05 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 800 * ************************************************************************** FILE NAME: C:\AES2008\PPS800.DAT TIME/DATE OF STUDY: 05:53 04/25/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 10.62 ELEVATION DIFFERENCE(FEET) = 0.38 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.405 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 2.41 PEAK FLOW RATE(CFS) = 0.65 ============================================================================ ============================================================================ 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 1555 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * POSEIDON PROJECT * * PROPOSED 100 YEAR HYDROLOGY * * DRAINAGE AREA 900 * ************************************************************************** FILE NAME: C:\AES2008\PPS900.DAT TIME/DATE OF STUDY: 06:09 10/13/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.793 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 8.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0263 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 8.000 MANNING'S FACTOR = 0.017 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.51 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 2.05 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 2.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.950 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.95 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 138.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 2.05 PEAK FLOW RATE(CFS) = 3.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS HYDRAULIC CALCULATION WSPG T1 POSEIDON CHANNELSIDE PHASE 2 INTAKE MODIFICATIONS 0 T2 SD LINE 100 T3 10 YEAR STORM SO .000 4.680 1 5.680 R 8.530 6.060 1 .012 .000 .000 0 JX 13.530 6.160 2 .015 -90.000 R 52.510 6.900 2 .012 0.000 .000 0 JX 57.510 7.000 2 .015 R 92.760 7.030 2 .012 .000 -30.000 0 R 175.610 7.240 2 .012 .000 30.000 0 R 202.200 7.300 2 .012 .000 .000 0 SH 202.200 7.300 2 7.300 CD 1 4 1 .000 1.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 Q 9.300 .0 WSPG does not allow for negative stationing or for the stationing to decrease throughout the model. For this reason the stationing in the model was adjusted. Model Station 0+00.00 (Shown above as .000) corresponds to the Profile Station 3+06.73 as shown on sheet 04C03. Model Stationing increases per shown pipe lengths and MH dimensions shown on the drainage profile. * * " 5 ~;i Qo,O ) ~;; -~ z '!2 < ~ V) t... 6 -.---~---r-:i _____ l ---7: t~ ti tt ti II BIOFILTRATION II II SYSTEM IN II t t BACKGROUNO 4 1 4----ti tt I t ----ti 0· Ie OUT 6 25 /;\sr A 2+93, 17, 24" IE IN 6, 16 ~ 8"1EIN6.16 FROM STOOMWATER 8 0 $TA2+50,1l9. 244 IE IN 7,00 0srA 2<1,54.19, 24" lE OUT 6.90 8" IE OUT 6.90 FROM DIVERSION $TlsUCTUR§ 810FILTRATION ---1---H---I-- ©8"1EIN636 STRUCTURE 0sTA2+.98 .. 17, IEOUT6.06 38.98 LF 24' PE (ASTM F2306)@S=1.90% 8.53 LF 12" PE (ASTM F2648) @$•16.10% Y STA3-+-06.70 END PIPELINE WSPG MODEL STA ELECTRCF\JSION SAODLE CONNECTION 0+00.00 INV 4.68± ' 3+00 7 30 20 --10 0 FILE: 04C03.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7256 WATER SURFACE PROFILE LISTING Date: 4-25-2023 Time: 2:32:25 POSEIDON CHANNELSIDE PHASE 2 INTAKE MODIFICATIONS SD LINE 100 10 YEAR STORM ************************************************************************************************************************** ******** | 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 4.680 .757 5.437 9.30 14.58 3.30 8.74 .00 .99 .86 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .958 .1618 .0671 .06 .76 2.98 .56 .012 .00 .00 PIPE | | | | | | | | | | | | | .958 4.835 .769 5.604 9.30 14.35 3.20 8.80 .00 .99 .84 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.545 .1618 .0628 .16 .77 2.88 .56 .012 .00 .00 PIPE | | | | | | | | | | | | | 3.504 5.247 .808 6.055 9.30 13.68 2.91 8.96 .00 .99 .79 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.101 .1618 .0571 .12 .81 2.60 .56 .012 .00 .00 PIPE | | | | | | | | | | | | | 5.605 5.587 .852 6.439 9.30 13.04 2.64 9.08 .00 .99 .71 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.711 .1618 .0527 .09 .85 2.29 .56 .012 .00 .00 PIPE | | | | | | | | | | | | | 7.316 5.864 .905 6.769 9.30 12.44 2.40 9.17 .00 .99 .59 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.214 .1618 .0524 .06 .91 1.94 .56 .012 .00 .00 PIPE | | | | | | | | | | | | | 8.530 6.060 .992 7.052 9.30 11.86 2.18 9.23 1.00 .99 .18 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0200 .0432 .22 1.00 1.00 .015 .00 .00 PIPE | | | | | | | | | | | | | 13.530 6.160 3.154 9.314 9.30 2.96 .14 9.45 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 38.980 .0190 .0014 .06 3.15 .00 .72 .012 .00 .00 PIPE | | | | | | | | | | | | | 52.510 6.900 2.471 9.371 9.30 2.96 .14 9.51 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0200 .0023 .01 2.47 .00 .015 .00 .00 PIPE | | | | | | | | | | | | | 57.510 7.000 2.382 9.382 9.30 2.96 .14 9.52 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 35.250 .0009 .0014 .05 2.38 .00 2.00 .012 .00 .00 PIPE Profile STA 3+06.73 * Profile STA 2+98.17 * Profile STA 2+54.19 * FILE: 04C03.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7256 WATER SURFACE PROFILE LISTING Date: 4-25-2023 Time: 2:32:25 POSEIDON CHANNELSIDE PHASE 2 INTAKE MODIFICATIONS SD LINE 100 10 YEAR STORM ************************************************************************************************************************** ******** | 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 *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 92.760 7.030 2.416 9.446 9.30 2.96 .14 9.58 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 82.850 .0025 .0014 .12 2.42 .00 1.30 .012 .00 .00 PIPE | | | | | | | | | | | | | 175.610 7.240 2.339 9.579 9.30 2.96 .14 9.71 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.590 .0023 .0014 .04 2.34 .00 1.35 .012 .00 .00 PIPE | | | | | | | | | | | | | 202.200 7.300 2.317 9.617 9.30 2.96 .14 9.75 .00 1.09 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- NORMAL DEPTH CALC Worksheet for 2-inch Pipe Discharging Into Access Road - DA 300 Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient ft/ft0.018Channel Slope in2.0Normal Depth in2.0Diameter cfs0.04Discharge Results cfs0.04Discharge in2.0Normal Depth ft²0.0Flow Area ft0.5Wetted Perimeter in0.5Hydraulic Radius ft0.00Top Width in1.6Critical Depth %100.0Percent Full ft/ft0.019Critical Slope ft/s1.84Velocity ft0.05Velocity Head ft0.22Specific Energy (N/A)Froude Number cfs0.04Maximum Discharge cfs0.04Discharge Full ft/ft0.018Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %58.7Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in2.0Normal Depth in1.6Critical Depth ft/ft0.018Channel Slope ft/ft0.019Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 4/27/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterPoseidon Final Design.fm8 Worksheet for Lower Level Access Road Trench Drain Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope ft1.00Bottom Width cfs3.69Discharge Results in11.5Normal Depth ft²1.0Flow Area ft2.9Wetted Perimeter in3.9Hydraulic Radius ft1.00Top Width in9.0Critical Depth ft/ft0.009Critical Slope ft/s3.85Velocity ft0.23Velocity Head ft1.19Specific Energy 0.693Froude Number SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in11.5Normal Depth in9.0Critical Depth ft/ft0.005Channel Slope ft/ft0.009Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/26/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterPoseidon Final Design.fm8 Worksheet for Flow Over Rip Rap - Node 204 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.024Roughness Coefficient ft/ft0.220Channel Slope H:V5.000Left Side Slope H:V5.000Right Side Slope cfs0.90Discharge Results in2.1Normal Depth ft²0.2Flow Area ft1.8Wetted Perimeter in1.0Hydraulic Radius ft1.78Top Width in3.5Critical Depth ft/ft0.016Critical Slope ft/s5.70Velocity ft0.51Velocity Head ft0.68Specific Energy 3.372Froude Number SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in2.1Normal Depth in3.5Critical Depth ft/ft0.220Channel Slope ft/ft0.016Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/7/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterPoseidon Final Design.fm8 Q100 = 0.9 CFS V100 = 5.7 FPS Type 2, no sill. D=1.5' Length=4.5' 2W MIN. CD CD ~ N a:: 0 Cl N ::::::!: :::, ::::::!: z :i 0 ~ 611 WIDE SLOT N a:: 0 Cl N 3D OR 3W TABLE 7-1 {BELOW) PER JULY 2005 SAN DIEGO COUNTY DRAINAGE DESIGN MANUAL DESIGN VELOCITY ROCK RIP-RAP THICKNESS {FT/SEC) * CLASS ''r" {MIN) 6-10 NO. 2 BACKING 1.1 FT 10-12 1/4 TON 2.7 FT 12-14 1/2 TON 3.5 FT 14-16 1 TON 4.4 FT 16-18 2 TON 5.4 FT * OVER 20 FT /SEC REQUIRES SPECIAL DESIGN D = PIPE DIAMETER 0 W = BOTTOM WIDTH OF CHANNEL 7'.~ s ~b ::::::!: ...J V) .ST {MIN.) FLOW I- 1---->~PLAN FILTER BLANKET MATERIALS(S) ;:..:;;......____,_ ----- CONCRETE CHANNEL Revision By Approved Date ORIGINAL Kercheval 2/75 Edited T.R. T. Regello 10/15 Edited M.W M. Widelski 10/18 Reviewed RP S. Engeda 03/22 2D OR 2W MIN. SECTION 8-8 SILL, CLASS 420-C-2000 CONCRETE SECTION A-A ,.--"""<;=NOTES 1. PLANS SHALL SPECIFY: {A) ROCK CLASS AND RIP-RAP THICKNESS {T). T SHALL BE AT LEAST 1.5 TIMES THE NOMINAL EQUIVALENT DIAMETER OF STONE (d50) OF THE SPECIFIED RIP-RAP. {B) FILIER BLANKET MATERIAL, NUMBER OF LAYERS AND THICKNESS. 2. RIP-RAP SHALL BE EITHER QUARRY STONE OR BROKEN CONCRETE {IF SHOWN ON PLANS). COBBLES ARE NOT ACCEPTABLE. 3. RIP-RAP SHALL BE PLACED OVER FILTER BLANKET MATERIAL, WHICH MAY BE EITHER GRANULAR MATERIAL OR NON-WOVEN GEOTEXTILE FILTER FABRIC; MATERIAL AT WEIGHT SPECIFIED IN PLANS OR SPECIFICATIONS. 4. SEE TABLE 200-1.7 IN THE SAN DIEGO REGIONAL SUPPLEMENT TO GREENBOOK FOR SELECTION OF FILTER BLANKET. 5. RIP-RAP ENERGY DISSIPATERS SHALL BE DESIGNATED AS EITHER TYPE 1 OR TYPE 2. TYPE 1 SHALL BE WITH CONCRETE SILL; TYPE 2 SHALL BE WITHOUT SILL. SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY 11-IE SAN DIEGO REGIONAL STANDARDS COMMITTEE RIP ENERGY RAP DISSIPATER DRAWING NUMBER D-40