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HomeMy WebLinkAbout; Cannon Road Lift Station Drainage Report; Cannon Road Lift Station Drainage Report; 2002-07-01DRAINAGE REPORT FOR CANNON ROAD LIFT STATION CARLSBAD, CALIFORNIA JULY 2002 Prepared for CAMP DRESSER & MCKEE, INC. 1925 Palomar Oaks Way, Suite 300 Carlsbad, CA 92008 and CITY OF CARLSBAD Engineering Department Prepared By: PROJECTDESIGN CONSULTANTS 701 'B' Street, Suite 800 San Diego, CA 92101 (619) 235-6471 Job No. 1224.90 CdolphLugo Registration Expires 09/30/05 RCE 50998 TABLE OF CONTENTS Section T:\Waler Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc Page 1.0 INTRODUCTION 1 2.0 PROJECT BACKGROUND 1 3.0 PREFERRED OPTION 2 4.0 ANALYSIS AND PRELIMINARY DESIGN METHODOLOGY 4 4.1 Detention 4 4.1.1 Kelly Ranch Detention 4 4.1.2 Village 'E' Detention..: 5 4.2 Water Quality 6 4.3 Storm Drainpipe and Street Hydraulics 6 4.3.1 42-inch RCP Storm Drainpipe System 7 4.3.2 Cannon Road Street and Inlet Hydraulics 8 5.0 DETENTION BASIN ANALYSIS AND DESIGN RESULTS 8 6.0 WATER QUALITY ANALYSIS AND DESIGN RESULTS 10 7.0 HYDRAULIC ANALYSIS AND DESIGN RESULTS 10 7.1 42-inch RCP Storm Drainpipe System 10 7.2 Cannon Road Street and Inlet Hydraulics 10 8.0 PROJECT CONSTRUCTION 11 9.0 CONCLUSION 12 FIGURES Page 1 Vicinity Map 14 2 Schematic Plan of Preferred Option 15 TABLES Page 1 10-year Detention Summary at Village 'E' Detention Basin 9 2 100-year Detention Summary at Village 'E' Detention Basin 9 APPENDICES 1 Detention Analysis - AES Rational Method Calculations - PONDPACK Calculations - Riser Pipe Detail 2 Water Quality Calculations - Treatment Flow Calculation - CDS Unit Model No. PSW 30_30 Details 3 AES Pipeflow Calculations - Dual 36-inch Drainpipe System - 42-inch Drainpipe System 4 Cannon Road Sump Inlet System - FLOWMASTER Calculations - AES Pipeflow Calculations ATTACHMENTS Exhibit A Detention Basin Location Map Exhibit B City of Carlsbad Drawing Nos. 363-3A and 363-3 Exhibit C AES Pipeflow Node Number Map T:\Warer Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 2 1.0 INTRODUCTION This report presents the results of the detention basin feasibility study associated with the Cannon Road Lift Station (Project). The Project is located along Cannon Road midway between El Camino Real and Faraday Avenue (See Vicinity Map). 2.0 PROJECT BACKGROUND The Project consists of the construction of a sewer lift station that will service the Kelly Ranch Development. Due to existing Cannon Road utility and SDG&E easement constraints, siting of the pump station has been a challenge for the City of Carlsbad (City). As a result, Camp, Dresser & McKee, Inc. (CDM), the City' consultant for the Project, contracted ProjectDesign Consultants (PDC) to determine if the Project could be located within the existing detention basin that was designed by PDC for the Kelly Ranch development. This detention basin (Basin) is located along Cannon Road, just westerly of the Ashberry Road cul-de-sac. The goal of the detention basin feasibility analysis presented herein is to provide the City with a detention basin re-design that satisfies: 1) the design goals for the Project, 2) maintains the City's previously approved criteria for the design of the Kelly Ranch Basin and Cannon Road storm drain improvements, and 3) water quality NPDES compliance via the construction of a CDS Unit. More specifically CDM requested that PDC provide the following: • Recommended Basin outlet works, and pipe size and slope required to convey storm flow from the Basin to Agua Hedionda Lagoon; • Recommended design for the improvement of the existing 42-inch RCP alongside Cannon Road that originates from Kelly Ranch in Village E. This could include potential modification of the pipe size and slope, alignment, or construction of dual drainpipe due to hydraulic and cover constraints. The existing 42-inch RCP currently drains into the Basin; • Recommended water quality device and sizing for NPDES post-construction compliance for Village 'E' storm flows; • Schematics of the proposed improvements associated with the Basin outlet works and discharge drainpipe, and modification of the existing 42-inch Cannon Road drainpipe. • In addition to the above request by CDM, PDC also addressed potential impact to inlet(s) within Cannon Road that could be affected by the hydraulics associated with the Project improvements. 3.0 PREFERRED OPTION CDM provided PDC with a preliminary site plan for the location of the lift station. This location was based on the: 1) utility constraints associated with the plumbing of the station, 2) location of the SDG&E easement, 3) access to Cannon Road. Review of the CDM site plan shows that the northeast corner of the detention basin will be filled to allow for the construction of the lift station. However, it became apparent during the course of the PDC study that this encroachment into the basin, in conjunction with flat Cannon Road and detention basin topography, preclude: 1) the extension of the existing 42-inch Cannon Road storm drain to the basin, 2) the draining of the basin through the outlet works, and 3) the siting of an in-line CDS water quality unit. The results of the initial investigation showed that the simple extension of the 42-inch line to the Basin and modification of the outlet works is not feasible due to Kelly Ranch storm drain system constraints. As a result, PDC looked at various basin outlet work and Cannon Road drainpipe options that would allow for the siting of the Project within the basin. These options include: • Option 1: The extension of the existing 42-inch RCP (Kelly Ranch: Village E) under Cannon Road and construction of an in-line CDS unit; • Option 2: The extension and connection of the existing 42-inch RCP to dual 36-inch RCPs draining the basin that discharge into Agua Hedionda Lagoon and construction of an in-line CDS unit. T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc • Option 3: This option includes: 1) the construction of a new basin 30-inch RCP/CMP riser and 24-inch RCP outlet pipe that drains the basin, 2) construction of an in-line CDS unit along the 42-inch RCP, 3) extension of the existing 42-inch RCP within Cannon Road (from Village E) using new dual 36-inch RCPs downstream of the CDS Unit, 4) the connection of the new dual 36-inch RCPs to the existing dual 36-inch RCPs under Cannon Road. Based on the Project and Kelly Ranch design constraints Option 3 is the preferred option. See Figure 2 for a schematic of Option 3. From a design perspective, the following pipe sizes and approximate grades are recommended for the design of the Option 3 improvements. • Construction of a new 24-inch RCP at a minimum slope of 0.5% across Cannon Road parallel to the existing dual 36-inch RCPs. Construction of a 30-inch slotted riser pipe within the revised detention basin to control outlet flows. • Removal of the existing detention basin outlet works and portions of the existing dual 36- inch RCPs between the basin and the Cannon Road right-of-way. • Removal of the outlet structure and portions of the 42-inch RCP up to Cannon Road Street Station 99+10. • Construction of a CDS Unit Model No. PSW 30_30 with accompanying weir diversion box and side chamber for the 42-inch RCP at approximately Cannon Road Street Station 99+10. • Construction of dual 36-inch RCPs at 0.2% minimum grade downstream of the CDS Unit to tie into the existing 36-inch RCPs under Cannon Road. Note that PDC has only received from COM the final design of the new 24-inch drainpipe and headwall outlet within Cannon Road. Note that the design and construction of this drainpipe is predicated on the complete design of the Option 3 improvements and must be finalized in order to validate the design of the new basin improvements, i.e. proposed Project grading and construction of the new basin outlet works. T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 3 4.0 PRELIMINARY DESIGN METHODOLOGY AND HYDRAULIC ANALYSIS The following sections address analysis and preliminary design methodology relative to the: 1) Basin analysis, 2) Kelly Ranch CDS unit water quality requirements, and 3) Option 3 hydraulic analyses, which includes Cannon Road street and inlet hydraulics. 4.1 Detention The purpose of the detention analysis was to: 1) determine if the Project could be located within the Basin while still meeting the detention and storm drain requirements for the Kelly Ranch Project, and 2) provide a preliminary design for the Basin outlet works and storm drain system within Cannon Road that meets City design criteria. 4.1.1 Kelly Ranch Detention Three detention basins were designed for the Kelly Ranch project to comply with Coastal Commission detention requirements. These basins are located along Cannon Road, between El Camino Real and Faraday Avenue, and provide 10-year, 6-hour storm peak flow attenuation and water quality mitigation for the Kelly Ranch Project (See Exhibit 'A'). Note that all of these basins were designed to pass the 100-year storm flows with minimal storage, since 10-year storm detention is only required. From a Project perspective, the designs of these basins were evaluated to determine if over- detention within any of these basins could be used to accommodate the loss in detention storage proposed by CDM. The results of the previous PDC studies show that the Faraday Basin and the Hemingway Basin do not provide significant over-detention for the 10-year storm event. However, Village '£" basin (Basin) does provide the over-detention to accommodate the Project and still satisfy the Kelly Ranch detention and storm design criteria. The existing basins are identified on Exhibit 'A' and are described as follows: • Faraday Basin: Located west of the intersection of Cannon Road and Faraday Avenue. Serves portions of Kelly Ranch Core Area, Village 'F', Cannon Road, and Faraday Avenue; T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 4 • Hemingway Basin: Located southeast of the intersection of Hemingway Drive and Cannon Road. Serves portions of Kelly Ranch Core Area; and • Village 'E' Basin: Located along Cannon Road southwest of the Village 'E' Ashberry Street cul-de-sac. Currently storm flows from developed portions of Kelly Ranch Village 'E' and Cannon Road enter the detention basin via an existing 42-inch RCP. In addition, undeveloped portions of Kelly Ranch Core Area and Village 'E' discharge to the detention basin via concrete swales. The Basin currently outlets to Agua Hedionda Lagoon via dual 36-inch RCPs under Cannon Road. As mentioned above, previous PDC reports were used in this Project study. These reports include: • "Drainage Report for Kelly Ranch Core Area, Carlsbad, California," dated March 2001, • "Drainage Report for Kelly Ranch Village 'E', Carlsbad, California, CT-96-07," dated September 1998, and • City of Carlsbad Improvement Plan Drawing Nos. 363-3 and 363-3A (See Exhibit 'B'). The following section describes the Village 'E' Detention analysis and design methodology. 4.1.2 Village 'E' Detention As previously mentioned, initial feasibility studies and preliminary design analyses were performed for the Basin to determine: 1) the adequacy of the basin with the proposed fill, and 2) outlet works, and discharge pipe size and slope required to convey flows to Agua Hedionda Lagoon. The following analysis criteria and methodology were used in the revised basin design: • Provide 10-year, 6-hour storm detention, with maximum outflow from the basin, and maintain the Basin 100-year storm water surface elevations at or below that used in the original design; T:\Watcr Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc • Utilize the current Basin (Village 'E') outlet location, since additional outlets to the Lagoon are not authorized by Coastal Commission; • Calculate new Village 'E' basin inflows utilizing the AES Rational Method to combine peak flows obtained from previously approved reports and plans; • Provide detention calculations using Haestad Method's PONDPACK software. 4.2 Water Quality Due to the Project's proximity to Agua Hedionda Lagoon, water quality issues play a key role in the design of the drainage improvements. Currently storm flows from the developed portions of Kelly Ranch Village 'E' enter the detention basin via an existing 42-inch RCP, prior to discharging to the lagoon. Under Option 3, storm flows from the developed portions of Village 'E' will discharge directly to the lagoon. Since these storm flows will no longer discharge to the basin, a water quality device will be installed to mitigate these flows prior to discharging to the lagoon. The BMP that is recommend for this Project is the flow based Continuous Deflective System (CDS) stormwater treatment unit (CDS Unit). It is anticipated that this BMP will be located on the southeasterly side of Cannon Road prior to discharging flows across Cannon Road. Flow based BMPs must be designed to treat a flow rate of 0.2 inches of rainfall per hour per California State Water Quality Control Board approved Order Number 2001-01. 4.3 Option 3: Storm Drainpipe and Street Hydraulic Analysis The following are the key design issues associated with the preliminary design and hydraulic analyses of the detention basin outlet pipe, extension of the 42-inch RCP drainpipe, and Cannon Road street inlets: • Existing topography and pipe inverts; • Existing utility locations; y:\Waler Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 6 • Existing hydraulic grade line (HGL) within the 42-inch RCP; • Flooding at the sump inlets within Cannon Road at Station 99+05; • Construction of a water quality CDS Unit; and • Use of the existing outlet location. The following two sections address the analysis and design approach methodology for the 42- inch RCP storm drainpipe system and the hydraulics of the Cannon Road street and inlets. 4.3.1 Option 3: 42-inch RCP Storm Drainpipe System Currently the existing 42-inch RCP storm drainpipe system discharges flows from the developed portions of Village 'E' and Cannon Road to the Basin. As previously mentioned, the Option 3 flows that are conveyed by the 42-inch RCP are not discharged to the Basin, but instead drain directly to the lagoon. As a result, the hydraulic analyses of the 42-inch RCP is based on the following hydraulic criteria and analysis methodology: • Basin Hydrology: The 100-year storm event flows, per the previously approved drainage report for Village 'E'; was used in the Basin analysis. • Hydraulic Grade Lines (HGLs): Previously approved HGLs for the Basin and existing 42-inch RCP improvements were used as the baseline for the re-design of the Basin and Cannon Road 42-inch storm drain modifications. Specifically, this includes the use of the existing HGL within the 42-inch RCP at Pipeflow Node Number 1357.13 so that upstream HGLs within Village 'E' and Cannon Road would not be adversely impacted. Note that an AES Pipeflow analysis of the existing and proposed drainpipe systems was performed using inverts provided by CDM survey information; • CDS Unit: CDS unit head losses were accounted for in the design of the new 42- inch storm drainpipe modifications. This required separate AES Pipeflow models T:\Waler Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 7 for the analysis of the single 42-inch RCP and dual 36-inch RCPs located upstream and downstream of the CDS unit, respectively. 4.3.2 Option 3: Cannon Road Street and Inlet Hydraulics Cannon Road flood width and inlet hydraulic calculations were performed to determine flood impacts, if any, at the existing sump inlet system located within Cannon Road (street station 99+05) due to the improvement of the existing 42-inch RCP alongside Cannon Road. Note that since the inlet/drainpipe connects to the proposed dual 36-inch RCPs, the goal of the new storm drain design was to also provide the City with a system that maintains dry lane emergency vehicular access requirements. Dry lane calculations were performed using Haestad Method's FLOWMASTER computer program. From a modeling perspective, the AES Pipeflow model was prepared for the existing sump inlet storm/drainpipe using two potential roadway flood options. First, it was assumed that all of the inlets within Cannon Road operate as initially designed, i.e. capture all of the 100-year design flow. Secondly, the inlets located within Cannon Road (Station 101444), just upstream of the sump inlets, are either partially or totally clogged. 5.0 OPTION 3: DETENTION BASIN ANALYSIS AND DESIGN RESULTS The results of the Basin analysis, associated outlet works, and discharge pipe design for Option 3 are provided in this section. As mentioned previously the preferred option to convey flows from the revised basin consists of: 1) 30-inch slotted riser pipe and 2) a proposed 24-inch RCP at a minimum slope of 0.5% extending from the detention basin to the existing outlet location of the dual 36-inch RCPs under Cannon Road. Due to hydraulic constraints within the dual 36-inch RCPs, the 24-inch RCP detention basin outlet pipe must be constructed as a separate system that is not hydraulically linked to the dual 36-inch RCPs. y:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc Exhibit 'B' and Tables 1 and 2 below provide a summary of the Village 'E' detention basin analysis based on the preliminary design described above. The PONDPACK calculations are included in Appendix 1. Table 1. 10-year Detention Summary at Village 'E' Detention Basin BASIN Village 'E' Basin (Original Design) Village 'E' Basin (Proposed Project Design) Pre- Developed Q10 (cfs) 67.2 67.2 Post- Developed Q10 Inflow (cfs) 98 30.4 Post Developed Q10 Outflow (cfs) 66.4 6.2 Post- Developed Q10 downstream of Cannon (cfs) 66.4 66.2 Maximum 10-year Water Surface Elevation (feet) 21.95 21.86 Maximum 10-year Storage (cy) 1688 1628 Table 2. 100-year Detention Summary at Village 'E' Detention Basin BASIN Village 'E' Basin (Original Design) Village 'E' Basin (Proposed Project Design) Pre- Developed Q100 (cfs) 97.1 97.1 Post- Developed Q100 Inflow (cfs) 138.0 43.2 Post Developed Q100 Outflow (cfs) 104.4 15.2 Post- Developed Q100 downstream of Cannon (cfs) 104.4 99.6 Maximum 100-year Water Surface Elevation (feet) 22.66 22.51 Maximum 100-year Storage (cy) 2181 1965 Tables 1 and 2 indicate that the Project will provide the necessary detention requirements for Kelly Ranch while maintaining the outflows and water surface elevations below the original design levels. f:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc 9 6.0 WATER QUALITY ANALYSIS AND DESIGN RESULTS The required treated flow for Village E is 2.1 cfs, per the flow-based requirement outlined in the NPDES Municipal Permit. As a result, the recommended CDS Model Unit is PSW 30_30. See Appendix 2 for the water quality calculations and CDS Unit sizing and details. Not unlike manholes and junction structures CDS Units produce a head-loss within the pipe system that must be accounted for in order to accurately model the hydraulic grade line within the system. Based on the CDS manual and conversations with representatives of CDS, the head- loss across the CDS during the 100-year storm event will be approximately 1.3 feet. This head- loss was used in the hydraulic analysis of the 42-inch RCP storm drainpipe system described in the next section. 7.0 HYDRAULIC ANALYSIS AND DESIGN RESULTS The hydraulic analyses included in this report are for Option 3 outlined above. Separate hydraulic analyses were performed for 1) detention basin, 2) the 42-inch RCP storm drainpipe system, and 3) sump inlets at Cannon Road Station 99+05. The hydrologic and hydraulic analyses for the detention basin are included in Section 5.0. 7.1 42-inch RCP Storm Drainpipe System The AES Pipeflow calculations for the 42-inch RCP Storm Drainpipe System are provided in Appendix 3. Results of the analysis indicate that the use of the existing and proposed dual 36- inch RCPs downstream of the proposed CDS Unit provide an HGL within the system that: 1) is below ground, 2) does not adversely impact the existing sump inlets, and 3) does not adversely impact the existing 42-inch RCP upstream of the CDS Unit. 7.2 Cannon Road Street and Inlet Hydraulics The calculations for the Cannon Road and inlet hydraulics are included in Appendix 4. Based on the results of the AES Pipeflow analysis, the 100-year HGL will be below ground at the sump inlets in Cannon Rd (Station 99+05). In addition, based on the FLOWMASTER calculations TOWaler Resources\2242.0-Kelly Detention - CDM\Rcport\2242DR.doc 10 there will be about 20 feet of flood free roadway on each side of the center median during the 100-year storm. Worse case flooding conditions would occur at the sump inlets if the upstream inlets in Cannon Road were all blocked. The results of the analysis of this worse case scenario indicate the flooding would be above the top-of-curb, however, adjacent properties within Village 'E' would not be impacted. It is recommended that riprap be extended from the Cannon Road right-of-way down the embankment to the lagoon headwall at the sump location for emergency overflow and to protect the roadway embankment from scour. 8.0 PROJECT CONSTRUCTION The Option 3 Basin design was selected assuming that Project drainage improvements will be constructed at the same time. CDM has indicated that the Option 3 improvements will be constructed in the following two phases: • Phase 1: Construction of drainage improvements within Cannon Road right-of way, which includes the proposed 24-inch RCP and outlet headwall extension. Note that until such time as the Phase 2 improvements are constructed the 24-inch RCP will be plugged; and • Phase 2: Construction of sewer lift station and drainage improvements outside of Cannon Road right-of-way which includes: > Construction of the lift station and associated grading within the basin; > Construction of the Basin outlet works 30-inch riser pipe and extension of the 24-inch outlet pipe to connect to the Phase 1 24-inch RCP; > Construction of the dual 36-inch RCPs from the Cannon Road right-of-way to the CDS Unit and existing 42-inch RCP; > Construction of the CDS Unit. TlWaier Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc Currently, plan and profile drawings exist for Phase 1 only (proposed 24-inch RCP within Cannon Road right-of-way). However, from a hydrologic and hydraulic perspective the Project was analyzed as one phase since all Project improvements must be in place for the system to function as analyzed and designed herein. The hydraulic analyses contained herein are in some cases based on assumed pipe alignments and invert elevations since the design of the Phase 2 improvements have not been finalized. The calculations provided herein provide preliminary design guidelines for the Phase 2 improvements, and should be revised to match the final Phase 2 drainage improvement drawings. The hydraulic analysis herein will need to be finalized pending the design of the Phase 2 improvements described above. 9.0 CONCLUSION The goal of the detention basin feasibility analysis presented herein is to provide the City with a detention basin re-design that satisfies: 1) the design goals for the Project, 2) maintains the City's previously approved criteria for the design of the Kelly Ranch Development detention basin and Cannon Road storm drain improvements, and 3) water quality NPDES requirements via the construction of a CDS Unit. Various options were analyzed to determine the feasibility of providing a lift station at the proposed location. Following is a summary of the preferred option for the drainage improvements: • Construction of a new 24-inch RCP at a minimum slope of 0.5% across Cannon Road parallel to the existing dual 36-inch RCPs. Construction of a 30-inch slotted riser pipe within the revised detention basin to control outlet flows. • Removal of the existing detention basin outlet works and portions of the existing dual 36- inch RCPs between the basin and the Cannon Road right-of-way. • Removal of the outlet structure and portions of the 42-inch RCP up to approximately Cannon Road Street Station 99+10. Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc • Construction of a CDS Unit Model No. PSW 30_30 with accompanying weir diversion box and side chamber for the 42-inch RCP at approximately Cannon Road Street Station 99+10. • Construction of dual 36-inch RCPs at 0.2% minimum grade downstream of the CDS Unit to tie into the existing 36-inch RCPs under Cannon Road The Project will be constructed in the following two phases: • Phase 1: Construction of drainage improvements within Cannon Road right-of way; • Phase 2: Construction of sewer lift station and drainage improvements outside of Cannon Road right-of-way. Currently, plan and profile drawings exist for Phase 1 only. However, from a hydrologic and hydraulic perspective, the Project was analyzed as one phase since all Project improvements must be in place for the system to function as analyzed and designed herein. PDC has only received from COM the final design of the new 24-inch drainpipe and headwall outlet within Cannon Road (Phase 1). Note that the design and construction of this drainpipe is predicated on the complete design of the Option 3 improvements and must be finalized in order to validate the design of the new basin improvements, i.e. proposed Project grading and construction of the new basin outlet works. WWater Resources\2242.0-Kelly Detention - CDM\Report\2242DR.doc Project site. AGUA HEDIONDA LAGOON KELLY RANCH VILLAGE T' KELLY RANCH CORE AREA VICINITY MAP NO SCALE m m APR-11-02 12:37PM FROIKamp Dresser I McKse Inc. m m ma mm B CDS UNIT TO REPLACE EXISTING CLEANOUT (CDS MODEL PSW 30_30) DUAL 36" AT MINIMUM SLOPE = 0.002 DOWNSTREAM OF CDS UNIT TO TIE INTO EXISTING DUAL 36" IN CANNON ROAD C PROPOSED 24" RCP OUTLET PIPE (MIN. SLOPE=0.005) WITH 30" CMP SLOTTED RISER STANDPIPE (SINGLE ROW OF THREE 6"X8" SLOTS) D PIPE OR DITCH CONNECTION TO DETENTION BASIN FROM EXISTING BROW DITCH FIGURE 2 APPENDIX 1.0 DETENTION ANALYSIS T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DRbdolph.doc APPENDIX 1.1 AES RATIONAL METHOD CALCULATIONS T:\Walcr Resources\2242.0-Kelly Detention - CDM\Report\2242DRadolph.doc RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: PROJECTDESIGN CONSULTANTS 701 'B' STREET, SUITE 800 SAN DIEGO, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * KELLY RANCH - VILLAGE 'E' * * DETENTION ANALYSIS FOR PROPOSED PUMP STATION * * 100-YEAR STORM EVENT NOT INCLUDING FLOW FROM 42" RCP (CP1) * ************************************************************************** FILE NAME: 2242C.DAT TIME/DATE OF STUDY: 18:24 05/02/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *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 2000.00 TO NODE 2000.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.60 RAIN INTENSITY(INCH/HOUR) = 3.43 TOTAL AREA(ACRES) = 17.10 TOTAL RUNOFF(CFS) = 31.20 FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.20 **************************************************************************** FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.50 RAIN INTENSITY(INCH/HOUR) = 4.00 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.50 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 4000.00 TO NODE 4000.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.74 RAIN INTENSITY(INCH/HOUR) = 3.57 TOTAL AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 6.30 ***************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.20 14.60 3.432 17.10 2 7.20 11.50 4.003 4.10 3 6.30 13.74 3.569 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 39.57 42.72 43.43 Tc (MIN. ) 11.50 13.74 14.60 INTENSITY (INCH /HOUR) 4.003 3.569 3.432 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.43 Tc(MIN.) = 14.60 TOTAL AREA(ACRES) = 23.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1000.00 0.00 FEET. END OF STUDY SUMMARY: TOTAL AREA (ACRES) = PEAK FLOW RATE (CFS) = *** PEAK FLOW RATE TABLE Q(CFS) TC(MIN.) 1 39.57 11.50 2 42.72 13.74 3 43.43 14.60 23.18 43.43 TC(MIN.) =14.60 END OF RATIONAL METHOD ANALYSIS APPENDIX 1.1 AES RATIONAL METHOD CALCULATIONS T:\Walcr Resoura:s\2242.0-Kclly Detention - CDM\Repon\2242DRadolph.doc Job File: T:\WATER RESOURCE5X2242.0-KELLY DETENTION - CDMXPROJECT1.PPW Rain Dir: C:\HAESTAD\PPKW\RAINFALL\ JOB TITLE Detention Basin Review 2$" Cannon Road Lift Station Kelly Ranch Village 'E1 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Table of Contents Table of Contents ************************ ***********************MSG WARNING ......... WARNING MESSAGES ................... 1.01 *,»»»*»»****»**»**** NETWORK SUMMARIES ******* Watershed 10 Executive Summary (Nodes) 2.01 Executive Summary (Links) 2.02 Watershed 100 Executive Summary (Nodes) 2.03 Executive Summary (Links) 2.04 Network Calcs Sequence 2.05 *********************** poND VOLUMES *********************** VOL.E-A 10 Vol: Elev-Area 3.01 ******************** OUTLET STRUCTURES ********************* PR 10-24 Outlet Input Data 4.01 Individual Outlet Curves 4.04 Composite Rating Curve 4.07 *********************** poND ROUTING *********************** REVISED BASIN... Pond E-V-Q Table 5.01 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Table of Contents ii Table of Contents (continued) REVISED BASININ 10 Node: Pond Inflow Summary 5.02 REVISED BASININ 100 Node: Pond Inflow Summary 5.04 REVISED BASINOUT 10 Pond Routing Summary 5.06 Detention Time 5.07 Pond Routed HYG (total out) 5.08 REVISED BASINOUT 100 Pond Routing Summary 5.12 Detention Time 5.13 Pond Routed HYG (total out) 5.14 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type WARNING MESSAGES Page 1.01 Name WARNING Event: 10 yr File T:\WATER RESOURCESN2242.0-KELLY DETENTION - CDMNPROJECT1.PPW WARNING: Missed peak when adding hydrograph... Check output for: Node: Pond Inflow Summary REVISED BASININ WARNING: Missed peak when adding hydrograph... Check output for: Node: Pond Inflow Summary REVISED BASININ WARNING: Hydrograph truncated on right side. Check HYG table printed for: REVISED BASININ WARNING: Inflow hydrograph truncated on right side. Check output for: Pond Routing Summary REVISED BASINOUT 100 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Executive Summary (Nodes) Name.... Watershed File T:\WATER RE50URCE5\2242.0-KELLY DETENTION Storm... 10 Tag: 10 Page 2.01 Event: 10 yr CDMXPROJECTl.PPW NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Node ID Type HYG Vol Qpeak Qpeak Max WSEL ac-ft Trun. hrs cfs ft Outfall AGUA HEDIONDA JCT READ HYG 10 HYG REVISED BASININ POND REVISED BASINOUT POND .659 .911 .911 .659 .6142 .2417 .2407 .6142 6.15 30.40 30.28 6.15 21.86 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Executive Summary (Links) Page 2.02 Name.... Watershed Event: 10 yr File T:\WATER RESOURCE5N2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Storm... 10 Tag: 10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Link ID Type A 10 ADD PR 10 PONDrt UN .911 .2407 30.28 REVISED BASININ PR 10 .659 .6142 6.15 REVISED BASINOUT DL .659 .6142 6.15 DN .659 .6142 6.15 AGUA HEDIONDA UN DL DN HYG ac Vol -ft Trun .911 .911 .911 Peak Time hrs .2417 .2417 .2407 Peak Q cfs 30.40 30.40 30.28 End Points READ HYG 10 REVISED BASININ S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Executive Summary (Nodes) Name.... Watershed File T:\WATER RESOURCES\2242.0-KELLY DETENTION Storm... 100 Tag: 100 Page 2.03 Event: 100 yr CDMXPROJECT1.PPW NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Node ID Type HYG ac Vol -ft Trun . Qpeak hrs Qpeak cfs Max WSEL ft Outfall AGUA HEDIONDA JCT 1.048 .5561 15.24 READ HYG 10 HYG 1.300 .2417 43.40 REVISED BASININ POND 1.300 R .2407 43.23 REVISED BASINOUT POND 1.048 .5561 15.24 22.51 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Executive Summary (Links) Name.... Watershed File T:\WATER RESOURCES\2242.0-KELLY DETENTION Storm... 100 Tag: 100 Page 2.04 Event: 100 yr CDMXPROJECTl.PPW NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Link ID A 10 PR 10 PR 10 Type ADD UN DL DN PONDrt UN DL DN HYG Vol Peak Time Peak Q ac-ft Trun. hrs cfs 1.300 1.300 1.300 R 1.300 R 1.048 1.048 1.048 End Points .2417 .2417 .2407 .2407 .5561 .5561 .5561 43.40 43.40 43.23 READ HYG 10 REVISED BASININ 43.23 REVISED BASININ 15.24 REVISED BASINOUT 15.24 15.24 AGUA HEDIONDA S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Network Calcs Sequence Page 2.05 Name.... Watershed Event: 100 yr File T:\WATER RE50URCES\2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Storm... 100 Tag: 100 NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link Read HYGRead HYG 10 HYG Qin READ HYG 10 Add Hyd READ HYG 10 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type,... Network Calcs Sequence Page 2.06 Name.... Watershed Event: 100 yr File T:\WATER RESOURCESN2242.0-KELLY DETENTION - CDMXPROJECT1.PPW Storm... 100 Tag: 100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd A 10 HYG Qin READ HYG 10 Pond REVISED BASININ POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond REVISED BASININ Outflow REVISED BASINOUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet PR 10 Outflow REVISED BASINOUT Jet AGUA HEDIONDA * S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 m m m •"I * Type.... Vol: Elev-Area Page 3.01 Name VOL.E-A 10 File T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Title... Revised Detention Basin with Proposed Pump Station Fill Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) 18.00 20.00 ~>~> nn -) A c\r\ ->c. nn .2295 .2550 •31 4C. J A*+ J ^R33. J O J J At.r\r\ .0000 .7264 OCTT. O J L. 1i od^nX . V/H J \J 1 7ASC .000 .484 ccc. J DO coy. O j 1 «•?•) .000 .484 1 nR^A. , \JJ J 1 74Qj. . / *t j •> <;«•> POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Outlet Input Data Page 4.01 Name PR 10-24 File T:\WATER RESOURCES\2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Title... Revised Single 24" Pipe Outlet from Detention Basin REQUESTED POND WS ELEVATIONS: Min. Elev.= 19.00 ft Increment = 1.00 ft Max. Elev.= 26.00 ft Spot Elevations, ft 19.20 ********************************************** OUTLET CONNECTIVITY********************************************** —> Forward Flow Only (Upstream to DnStream) <— Reverse Flow Only (DnStream to Upstream) <—> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Stand Pipe SP ---> CV 22.000 26.000 Orifice-Area F3 ---> CV 20.200 23.000 Culvert-Circular CV ---> TW 18.200 26.000 TW SETUP, DS Channel S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type... Name. . . File... Title.. Outlet Input Data PR 10-24 Page 4.02 T:\WATER RESOURCESN2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Revised Single 24" Pipe Outlet from Detention Basin OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Invert Elev. Diameter Orifice Area Orifice Coeff. Weir Length Weir Coeff. K, Submerged K, Reverse Kb.Barrel Barrel Length Mannings n SP Stand Pipe 22.00 ft 2.5000 ft 4.9087 sq.ft .600 7.85 ft 3.490 .000 1.000 .000000 (per ft of full flow) .00 ft .0000 Structure ID Structure Type F3 Orifice-Area # of Openings Invert Elev. Area Top of Orifice Datum Elev. Orifice Coeff. 20.20 ft .3333 sq.ft 20.67 ft 20.20 ft .600 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type... Name. . . File... Title. . . Outlet Input Data . PR 10-24 Page 4.03 . T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDMXPROJECT1.PPW . Revised Single 24" Pipe Outlet from Detention Basin OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = CV = Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope = = = = = = = 1 2.0000 ft 18.20 ft 17.00 ft 260.00 ft 260.00 ft .00462 ft/ft OUTLET CONTROL DATA.. Mannings n = Ke Kb Kr HW Convergence = INLET CONTROL DATA... Equation form = Inlet Control K Inlet Control M Inlet Control c = Inlet Control Y Tl ratio (HW/D) T2 ratio (HW/D) Slope Factor = .0130 .5000 (forward entrance loss) .012411 (per ft of full flow) .2000 (reverse entrance loss) .001 +/- ft 1 .0098 2.0000 .03980 .6700 1.158 1.304 -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2... At Tl Elev = 20.52 ft ---> Flow = 15.55 cfs At T2 Elev = 20.81 ft ---> Flow = 17.77 cfs Structure ID Structure Type = TW = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 m m Type.... Individual Outlet Curves Page 4.04 Name.... PR 10-24 File T:\WATER RESOURCES\2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Title... Revised Single 24" Pipe Outlet from Detention Basin RATING TABLE FOR ONE OUTLET TYPE Structure ID = SP (Stand Pipe) Upstream ID = (Pond Water Surface) DNstream ID = CV (Culvert-Circular) Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW Elev. Q HW HGL DS HGL DS HGL Error Error TW Error ft cfs ft ft ft +/-ft +/-cfs ft +/-ft 19.00 .00 ... ... ... Free Outfall WS below an invert; no flow. 19.20 .00 ... ... ... Free Outfall WS below an invert; no flow. 20.00 .00 ... ... Free Outfall WS below an invert; no flow. 20.20 .00 ... ... ... Free Outfall WS below an invert; no flow. 21.00 .00 ... ... ... Free Outfall WS below an invert; no flow. 22.00 .00 ... ... ... Free Outfall WS below an invert; no flow. 23.00 23.63 23.00 23.00 23.00 .000 .000 Free Outfall DS HGL+Loss > crest: Flow set to Downstream outlet. 24.00 26.15 24.00 24.00 24.00 .000 .000 Free Outfall DS HGL+Loss > crest: Flow set to Downstream outlet. 25.00 28.55 25.00 25.00 25.00 .000 .000 Free Outfall DS HGL+Loss > crest: Flow set to Downstream outlet. 26.00 30.78 26.00 26.00 26.00 .000 .000 Free Outfall DS HGL+Loss > crest: Flow set to Downstream outlet. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type... Name. . . File... Title.. Individual Outlet Curves PR 10-24 Page 4.05 T:\WATER RESOURCES\2242.0-KELLY DETENTION - CDMXPROJECT1.PPW Revised Single 24" Pipe Outlet from Detention Basin Pond WS. Elev. ft RATING TABLE FOR ONE OUTLET TYPE Structure ID = F3 (Orifice-Area) Upstream ID = (Pond Water Surface) DNstream ID = CV (Culvert-Circular) NUMBER OF OPENINGS = 3 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING Device (into) Converge Next DS HGL Q SUM DS Chan. TW Q HW HGL DS HGL DS HGL Error Error TW Error cfs ft ft ft + /-ft +/-cfs ft +/-ft 19.00 19.20 20.00 20.20 21.00 22.00 23.00 24.00 25.00 26.00 .00 .00 .00 .00 4.30 6.46 .00 .00 .00 .00 WS below an invert; no flow. WS below an invert; no flow. WS below an invert; no flow. WS below an invert; no flow. 21.00 Free 19.33 H =.80 22.00 Free 19.62 H =1.80 .000 .000 Full riser flow. Q=0 this opening. Full riser flow. Q=0 this opening. Full riser flow. Q=0 this opening. Full riser flow. Q=0 this opening. Free Outfall Free Outfall Free Outfall Free Outfall .000 Free Outfall .000 Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type Name. . . . File Title. . . Pond Elev ft 19. 19. 20. 20. 21. 22. 23. 24. 25. 26. WS. 00 20 00 20 00 00 00 00 00 00 Individual Outlet Curves Page 4.06 PR 10-24 T:\WATER RESOURCESN2242 . 0-KELLY DETENTION - CDMNPROJECT1 . PPW Revised Single 24" Pipe Outlet from Detention Basin RATING TABLE FOR ONE OUTLET TYPE Structure ID = CV (Culvert-Circular) Mannings open channel maximum capacity: UPstream ID's= SP, F3 DNstream ID = TW (Pond Outfall) Device (into) Converge Next DS HGL Q Q cfs .00 .00 .00 .00 4.30 6.46 23.63 26.15 28.55 30.78 HW HGL ft 18.20 18.20 18.20 18.20 19.33 CRIT. DEPTH 19.62 CRIT. DEPTH 23.00 FULL FLOW. 24.00 FULL FLOW. 25.00 FULL FLOW. 26.00 FULL FLOW. 16.53 SUM DS HGL DS HGL Error Error ft Free Free Free Free Free ft +/- Free Free Free Free Free CONTROL Vh= .269ft Free Free CONTROL Vh= .344ft Free . .Lfull=238 Free . .Lfull=249 Free . .Lfull=254 Free . .Lfull=256 Free .86ft Vh=. Free .90ft Vh=l Free .03ft Vh=l Free .48ft Vh=l ft +/ .000 .000 .000 .000 .000 Dcr= . .000 Dcr= . .000 874ft .000 .077ft .000 .284ft .000 .491ft -cfs .000 .000 .000 .000 .000 729ft .000 900ft .000 HL=3. .000 HL=4 .000 HL=5 .000 HL=6 cfs DS Chan. TW TW ft Free Free Free Free Free CRIT Free Error + /-ft Outfall Outfall Outfall Outfall Outfall .DEPTH Outfall H.JUMP IN PIPE Free 902ft Free .954ft Free .973ft Free .984ft Outfall Outfall Outfall Outfall S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Composite Rating Curve Page 4.07 Name PR 10-24 File T:\WATER RE50URCES\2242.0-KELLY DETENTION - CDMNPROJECT1.PPW Title... Revised Single 24" Pipe Outlet from Detention Basin ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge - Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 19.00 .00 Free Outfall (no Q: SP.F3.CV) 19.20 .00 Free Outfall (no Q: SP.F3.CV) 20.00 .00^ Free Outfall (no Q: SP.F3.CV) 20.20 .00 Free Outfall (no Q: SP.F3.CV) 21.00 4.30 Free Outfall F3.CV (no Q: SP) 22.00 6.46 Free Outfall F3.CV (no Q: SP) 23.00 23.63 Free Outfall SP.CV (no Q: F3) 24.00 26.15 Free Outfall SP.CV (no Q: F3) 25.00 28.55 Free Outfall SP.CV (no Q: F3) 26.00 30.78 Free Outfall SP.CV (no Q: F3) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 m Type Pond E-V-Q Table Page 5.01 Name REVISED BASIN File T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDMNPROJECT1.PPW LEVEL POOL ROUTING DATA HYG Dir = T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDM\ Inflow HYG file = NONE STORED - REVISED BASININ 10 Outflow HYG file = NONE STORED - REVISED BASINOUT 10 Pond Node Data = REVISED BASIN Pond Volume Data = Vol.E-A 10 Pond Outlet Data = PR 10-24 No Infiltration INITIAL CONDITIONS Starting WS Elev = 19.20 ft Starting Volume = .284 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment Elevation ft 18.00 19.00 19.20 20.00 20.20 21.00 22.00 23.00 24.00 25.00 26.00 Outflow cfs .00 .00 .00 .00 .00 4.30 6.46 23.63 26.15 28.55 30.78 .0083 hrs Storage ac-ft .000 .236 .284 .484 .536 .754 1.053 1.384 1.749 2.149 2.582 Area acres .2295 .2421 .2446 .2550 .2607 .2840 .3145 .3481 .3833 .4160 .4500 Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs .00 .00 .00 .00 .00 4.30 6.46 23.63 26.15 28.55 30.78 2S/t + 0 cfs .00 687.41 829.32 1411.99 1562.34 2201.64 3075.88 4058.53 5126.82 6294.12 7558.47 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Node: Pond Inflow Summary Page 5.02 Name REVISED BASININ Event: 10 yr File T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDMXPROJECT1.PPW Storm... 10 Tag: 10 SUMMARY FOR HYDROGRAPH ADDITION at Node: REVISED BASININ HYG Directory: T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDM\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag WARNING: Missed peak when adding hydrograph... A 10 READ HYG 10 lOwo INFLOWS TO: REVISED BASININ Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs lOwo .911 .2417 30.40 TOTAL FLOW INTO: REVISED BASININ Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs REVISED BASININ 10 .911 .2407 30.28 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Node: Pond Inflow Summary Name REVISED BASININ File T:\WATER RESOURCESN2242.0-KELLY DETENTION Storm... 10 Tag: 10 Page 5.03 Event: 10 yr CDMXPROJECT1.PPW TOTAL NODE INFLOW... HYG file = HYG ID = REVISED BASININ HYG Tag = 10 Peak Discharge = Time to Peak = HYG Volume 30.28 cfs .2407 hrs .911 ac-ft HYDROGRAPH ORDINATES (cfs) Time hrs .0000 .0415 .0830 .1245 .1660 .2075 .2490 .2905 .3320 .3735 .4150 .4565 .4980 .5395 .5810 .6225 .6640 .7055 Output Time increment = .0083 hrs Time on left .00 5.18 10.46 15.64 20.91 26.10 29.96 27.37 24.70 22.09 19.50 16.91 14.32 11.66 9.04 6.45 3.86 1.27 represents 1.00 6.27 11.46 16.73 21.92 27.19 29.46 26.79 24.18 21.59 19.00 16.41 13.75 11.13 8.54 5.95 3.36 .38 time for first 2.09 7.27 12.55 17.73 23.00 28.19 28.88 26.27 23.68 21.09 18.42 15.84 13.22 10.63 8.04 5.38 2.80 .00 value 3.09 8.36 13.55 18.82 24.01 29.28 28.37 25.78 23.19 20.52 17.91 15.32 12.73 10.14 7.48 4.86 2.27 in each row. 4.18 9.36 14.64 19.82 25.09 30.28 27.87 25.28 22.61 20.00 17.41 14.82 12.23 9.57 6.95 4.36 1.77 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Page 5.04 Event: 100 yr CDMNPROJECT1.PPW Type.... Node: Pond Inflow Summary Name REVISED BASININ File T:\WATER RESOURCESX2242.0-KELLY DETENTION • Storm... 100 Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: REVISED BASININ HYG Directory: T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDM\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag WARNING: Missed peak when adding hydrograph... A 10 READ HYG 10 HYG lOOb INFLOWS TO: REVISED BASININ - Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs HYG lOOb 1.300 .2417 43.40 TOTAL FLOW INTO: REVISED BASININ HYG file HYG ID HYG tag REVISED BASININ 100 Volume Peak Time Peak Flow ac-ft hrs cfs 1.300 .2407 43.23 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Node: Pond Inflow Summary Name.... REVISED BASININ File T:\WATER RESOURCESX2242.0-KELLY DETENTION Storm... 100 Tag: 100 Page 5.05 Event: 100 yr CDMXPROJECTl.PPW TOTAL NODE INFLOW... HYG file = HYG ID = REVISED BASININ HYG Tag = 100 Peak Discharge = Time to Peak = HYG Volume 43.23 cfs .2407 hrs 1.300 ac-ft WARNING: Hydrograph truncated on right side. Time hrs .0000 .0415 .0830 .1245 .1660 .2075 .2490 .2905 .3320 .3735 .4150 .4565 .4980 .5395 .5810 .6225 .6640 .7055 Time 7 14 22 29 37 42 39 35 31 27 24 20 16 12 9 5 1 on .00 .47 .94 .31 .78 .25 .78 .01 .31 .54 .84 .08 .39 .68 .92 .21 .46 .74 HYDROGRAPH ORDINATES Output Time increment left represents time for 1 8 16 23 31 38 42 38 34 30 27 23 19 15 12 8 4 .49 .96 .43 .80 .27 .74 .00 .30 .53 .83 .06 .36 .67 .91 .20 .44 .73 .97 2 10 17 25 32 40 41 37 33 30 26 22 18 15 11 7 3 .99 .46 .83 .30 .77 .24 .29 .52 .82 .05 .35 .58 .90 .19 .43 .72 .96 .24 (cfs) = .0083 hrs first value 4 11 19 26 34 41 40 36 33 29 25 21 18 14 10 6 3 .48 .95 .32 .79 .26 .73 .51 .81 .04 .33 .57 .86 .18 .42 .70 .95 .23 in each 5 13 20 28 35 43 39 36 32 28 24 21 17 13 9 6 2 row. .98 .45 .82 .29 .76 .23 .80 .02 .32 .56 .85 .17 .40 .69 .94 .22 .47 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Page 5.06 Event: 10 yr CDMXPROJECT1.PPW Type.... Pond Routing Summary Name REVISED BASINOUT Tag: 10 File T:\WATER RESOURCES\2242.0-KELLY DETENTION Storm... 10 Tag: 10 LEVEL POOL ROUTING SUMMARY HYG Dir = T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDM\ Inflow HYG file = NONE STORED - REVISED BASININ 10 Outflow HYG file = NONE STORED - REVISED BASINOUT 10 Pond Node Data = REVISED BASIN Pond Volume Data = Vol.E-A 10 Pond Outlet Data = PR 10-24 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 19.20 ft .284 ac-ft .00 cfs .00 cfs .00 cfs .0083 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = Peak Outflow Peak Elevation = Peak Storage = 30.28 cfs 6.16 cfs 21.86 ft 1.009 ac-ft at at .2407 hrs .6142 hrs MASS BALANCE (ac-ft) + Initial Vol = .284 + HYG Vol IN = .911 - Infiltration = .000 - HYG Vol OUT = .659 - Retained Vol = .536 Unrouted Vol =-.000 ac-ft (.001% of Inflow Volume) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Page 5.07 Event: 10 yr CDMNPROJECTl.PPW Type.... Detention Time Name REVISED BASINOUT Tag: 10 File T:\WATER RESOURCESN2242.0-KELLY DETENTION Storm... 10 Tag: 10 DETENTION TIMES SUMMARY HYG Dir = T:\WATER RESOURCESX2242.0-KELLY DETENTION - CDM\ Inflow HYG file = NONE STORED - REVISED BASININ 10 Outflow HYG file = NONE STORED - REVISED BASINOUT 10 Pond Node Data = REVISED BASIN Pond Volume Data = Vol.E-A 10 Pond Outlet Data = PR 10-24 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. Tp, Total Inflow Peak to Peak Qout+Infilt. Centroid Inflow Centroid Centroid to Centroid Weighted Avg. Plug Time Max.Plug Vol. Plug Time Max.Inflow Plug Volume .6308 hrs .2407 hrs .3901 hrs 1.1333 hrs .3222 hrs .8112 hrs 2.1295 hrs .7226 hrs .021 ac-ft (From .2407 to .2490 hrs) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type Pond Routed HYG (total out) Name REVISED BASINOUT Tag: 10 File T:\WATER RE50URCESX2242.0-KELLY DETENTION Storm... 10 Tag: 10 Page 5.08 Event: 10 yr CDMNPROJECTl.PPW POND ROUTED TOTAL OUTFLOW HYG. HYG file = HYG ID = REVISED BASINOUT HYG Tag = 10 Peak Discharge = Time to Peak = HYG Volume 6.15 cfs .6142 hrs .659 ac-ft HYDROGRAPH ORDINATES (cfs) Time hrs .0000 .0415 .0830 .1245 .1660 .2075 .2490 .2905 .3320 .3735 .4150 .4565 .4980 .5395 .5810 .6225 .6640 .7055 .7470 .7885 .8300 .8715 .9130 .9545 .9960 1.0375 1.0790 1.1205 1.1620 1.2035 1.2450 1.2865 1.3280 Output Time increment = .0083 hrs Time on left .00 .00 .00 .00 .00 .00 1.36 3.15 4.43 4.89 5.28 5.59 5.84 6.01 6.12 6.16 6.13 6.05 5.90 5.76 5.62 5.48 5.35 5.22 5.09 4.97 4.85 4.73 4.61 4.50 4.39 4.24 3.97 represents .00 .00 .00 .00 .00 .00 1.74 3.47 4.53 4.98 5.35 5.65 5.88 6.04 6.13 6.16 6.12 6.02 5.87 5.73 5.59 5.45 5.32 5.19 5.07 4.94 4.82 4.70 4.59 4.48 4.37 4.19 3.91 time for first .00 .00 .00 .00 .00 .19 2.11 3.78 4.62 5.06 5.41 5.70 5.92 6.06 6.14 6.16 6.11 5.99 5.84 5.70 5.56 5.43 5.30 5.17 5.04 4.92 4.80 4.68 4.57 4.46 4.35 4.13 3.86 value .00 .00 .00 .00 .00 .57 2.47 4.08 4.72 5.13 5.48 5.75 5.95 6.08 6.15 6.15 6.09 5.96 5.82 5.67 5.54 5.40 5.27 5.14 5.02 4.89 4.77 4.66 4.54 4.43 4.33 4.08 3.81 in each row. .00 .00 .00 .00 .00 .97 2.81 4.33 4.81 5.21 5.54 5.79 5.98 6.10 6.15 6.14 6.07 5.93 5.79 5.65 5.51 5.37 5.24 5.12 4.99 4.87 4.75 4.63 4.52 4.41 4.30 4.02 3.76 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type .... PC Name. ... RE File T: Storm. . . 1C Time hrs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 .3695 .4110 .4525 .4940 .5355 .5770 .6185 .6600 .7015 .7430 .7845 .8260 .8675 .9090 .9505 .9920 .0335 .0750 .1165 .1580 .1995 .2410 .2825 .3240 .3655 .4070 .4485 .4900 .5315 .5730 .6145 .6560 .6975 .7390 .7805 .8220 .8635 .9050 .9465 .9880 .0295 .0710 .1125 .1540 .1955 .2370 .2785 nd Routed HYG (total out) Page 5.09 VISED BASINOUT Tag: 10 Event: 10 yr \WATER RESOURCESX2242.0-KELLY DETENTION - CDMXPROJECT1 . PPW Tag: 10 HYDROGRAPH ORDINATES (cfs) Output Time increment = .0083 hrs Time on left represents time for first value in each row. 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .71 .46 .24 .02 .83 .64 .47 .31 .16 .01 .88 .76 .64 .54 .43 .34 .25 .17 .09 .02 .96 .89 .83 .78 .73 .68 .64 .59 .56 .52 .49 .45 .42 .40 .37 .35 .32 .30 .28 .26 .25 .23 .22 .20 .19 .18 .16 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 .66 .42 .19 .98 .79 .61 .43 .28 .13 .99 .86 .73 .62 .51 .42 .32 .24 .16 .08 .01 .94 .88 .82 .77 .72 .67 .63 .59 .55 .51 .48 .45 .42 .39 .36 .34 .32 .30 .28 .26 .24 .23 .21 .20 .19 .17 .16 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 .61 .37 .15 .94 .75 .57 .40 .24 .10 .96 .83 .71 .60 .49 .40 .31 .22 .14 .06 .00 .93 .87 .81 .76 .71 .66 .62 .58 .54 .51 .47 .44 .41 .39 .36 .34 .31 .29 .27 .26 .24 .22 .21 .20 .18 .17 .16 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .56 .33 .11 .90 .71 .54 .37 .21 .07 .93 .81 .69 .58 .47 .38 .29 .20 .12 .05 .98 .92 .86 .80 .75 .70 .65 .61 .57 .53 .50 .47 .44 .41 .38 .36 .33 .31 .29 .27 .25 .24 .22 .21 .19 .18 .17 .16 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .51 .28 .07 .87 .68 .50 .34 .18 .04 .91 .78 .67 .56 .45 .36 .27 .19 .11 .04 .97 .90 .85 .79 .74 .69 .64 .60 .56 .53 .49 .46 .43 .40 .37 .35 .33 .31 .29 .27 .25 .23 .22 .20 .19 .18 .17 .16 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type. ... PC Name. ... RE File T: Storm... 1C Time hrs 3.3200 3.3615 3.4030 3.4445 3.4860 3.5275 3.5690 3.6105 3.6520 3.6935 3.7350 3.7765 3.8180 3.8595 3.9010 3.9425 3.9840 4.0255 4.0670 4.1085 4.1500 4.1915 4.2330 4.2745 4.3160 4.3575 4.3990 4.4405 4.4820 4.5235 4.5650 4.6065 4.6480 4.6895 4.7310 4.7725 4.8140 4.8555 4.8970 4.9385 4.9800 5.0215 5.0630 5.1045 5.1460 5.1875 5.2290 nd Routed HYG (total out) Page 5.10 VISED BASINOUT Tag: 10 Event: 10 yr \WATER RESOURCESX2242.0-KELLY DETENTION - CDMXPROJECT1 . PPW ) Tag: 10 HYDROGRAPH ORDINATES (cfs) Output Time increment = .0083 hrs Time on left represents time for first value in each row. .15 .14 .13 .13 .12 .11 .10 .10 .09 .08 .08 .07 .07 .06 .06 .06 .05 .05 .05 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .15 .14 .13 .12 .12 .11 .10 .09 .09 .08 .08 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .15 .14 .13 .12 .11 .11 .10 .09 .09 .08 .08 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .15 .14 .13 .12 .11 .10 .10 .09 .09 .08 .07 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .15 .14 .13 .12 .11 .10 .10 .09 .08 .08 .07 .07 .06 .06 .06 .05 .05 .05 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Pond Routed HYG (total out) Name REVISED BASINOUT Tag: 10 File T:\WATER RESOURCESX2242 .0-KELLY DETENTION Storm. . . 10 Tag: 10 Page 5 Event: 10 - CDMXPROJECT1.PPW .11 yr HYDROGRAPH ORDINATES (cfs) Time hrs 5.2705 5.3120 5.3535 5.3950 5.4365 5.4780 5.5195 5.5610 5.6025 5.6440 5.6855 5.7270 Time on .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 Output Time left represents .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 increment = .0083 hrs time for first value in each row. .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 01 01 01 00 00 00 00 00 00 00 00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Pond Routing Summary Page 5.12 Name REVISED BASINOUT Tag: 100 Event: 100 yr File T:\WATER RESOURCES\2242.0-KELLY DETENTION - CDMXPROJECT1.PPW Storm... 100 Tag: 100 LEVEL POOL ROUTING SUMMARY HYG Dir = T:\WATER RESOURCESN2242.0-KELLY DETENTION - CDM\ Inflow HYG file = NONE STORED - REVISED BASININ 100 Outflow HYG file = NONE STORED - REVISED BASINOUT 100 Pond Node Data = REVISED BASIN Pond Volume Data = Vol.E-A 10 Pond Outlet Data = PR 10-24 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 19.20 ft .284 ac-ft .00 cfs .00 cfs .00 cfs .0083 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow Peak Outflow Peak Elevation Peak Storage = 43.23 cfs 15.24 cfs 22.51 ft 1.218 ac-ft at at 2407 hrs 5561 hrs MASS BALANCE (ac-ft) + Initial Vol = .284 + HYG Vol IN = 1.300 - Infiltration = .000 - HYG Vol OUT = 1.048 - Retained Vol = .536 Unrouted Vol =-.000 ac-ft (.001% of Inflow Volume) WARNING: Inflow hydrograph truncated on right side. S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Page 5.13 Event: 100 yr CDMNPROJECTl.PPW Type.... Detention Time Name REVISED BASINOUT Tag: 100 File T:\WATER RESOURCESX2242.0-KELLY DETENTION Storm... 100 Tag: 100 DETENTION TIMES SUMMARY HYG Dir = T:\WATER RESOURCESX2242.0-KELLY DETENTION - Inflow HYG file = NONE STORED - REVISED BASININ 100 Outflow HYG file = NONE STORED - REVISED BASINOUT 100 Pond Node Data = REVISED BASIN Pond Volume Data = Vol.E-A 10 Pond Outlet Data = PR 10-24 No Infiltration APPROXIMATE DETENTION TIME CDM\ Tp, Outflow + Infilt. Tp, Total Inflow Peak to Peak Qout+Infilt. Centroid Inflow Centroid Centroid to Centroid Weighted Avg. Plug Time Max.Plug Vol. Plug Time Max.Inflow Plug Volume .5561 hrs .2407 hrs .3154 hrs 1.0592 hrs .3222 hrs .7370 hrs 1.7369 hrs .4896 hrs .029 ac-ft (From .2407 to .2490 hrs) S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Pond Routed HYG (total out) Name REVISED BASINOUT Tag: 100 File T:\WATER RESOURCE5\2242.0-KELLY DETENTION Storm... 100 Tag: 100 Page 5.14 Event: 100 yr CDMNPROJECT1.PPW POND ROUTED TOTAL OUTFLOW HYG... HYG file = HYG ID = REVISED BASINOUT HYG Tag = 100 Peak Discharge = Time to Peak = HYG Volume 1 1 1 1 1 1 1 1 Time hrs .0000 .0415 .0830 .1245 .1660 .2075 .2490 .2905 .3320 .3735 .4150 .4565 .4980 .5395 .5810 .6225 .6640 .7055 .7470 .7885 .8300 .8715 .9130 .9545 .9960 .0375 .0790 .1205 .1620 .2035 .2450 .2865 .3280 15.24 cfs .5561 hrs 1.048 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = .0083 hrs Time on left represents time for first value in 1 3 5 5 6 10 13 14 15 15 14 13 11 9 8 6 6 6 6 5 5 5 5 5 5 5 4 4 .00 .00 .00 .00 .00 .32 .91 .06 .84 .84 .55 .05 .54 .18 .11 .45 .28 .69 .85 .24 .90 .36 .20 .05 .90 .76 .62 .48 .35 .22 .09 .97 .85 1 4 5 5 7 11 13 14 15 15 14 12 11 9 7 6 6 6 6 5 5 5 5 5 5 5 4 4 .00 .00 .00 .00 .00 .81 .35 .22 .98 .69 .14 .43 .73 .22 .02 .25 .99 .33 .50 .95 .66 .33 .17 .02 .87 .73 .59 .46 .32 .19 .07 .94 .82 2 4 5 6 8 11 13 14 15 14 14 12 10 9 7 6 6 6 5 5 5 5 5 5 5 5 4 4 .00 .00 .00 .00 .00 .32 .53 .38 .12 .48 .69 .76 .89 .24 .91 .03 .69 .96 .17 .68 .45 .30 .14 .99 .85 .70 .56 .43 .30 .17 .04 .92 .80 . 2. 4. 5. 6. 9. 12. 14. 15. 15. 14. 13. 12. 10. 8. 7. 6. 6. 6. 5. 5. 5. 5. 5. 5. 5. 5. 4. 4. 00 00 00 00 37 84 71 54 25 23 19 06 02 22 78 80 37 57 85 41 42 26 11 96 82 68 54 40 27 14 02 89 77 each 3 4 5 6 9 12 14 15 15 14 13 12 10 8 7 6 6 6 5 5 5 5 5 5 5 4 4 4 row. .00 .00 .00 .00 .84 .37 .89 .69 .38 .91 .64 .32 .12 .18 .62 .55 .04 .20 .54 .15 .39 .23 .08 .93 .79 .65 .51 .38 .24 .12 .99 .87 .75 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type .... PC Name. ... RE File T Storm... 1C Time hrs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 .3695 .4110 .4525 .4940 .5355 .5770 .6185 .6600 .7015 .7430 .7845 .8260 .8675 .9090 .9505 .9920 .0335 .0750 .1165 .1580 .1995 .2410 .2825 .3240 .3655 .4070 .4485 .4900 .5315 .5730 .6145 .6560 .6975 .7390 .7805 .8220 .8635 .9050 .9465 .9880 .0295 .0710 .1125 .1540 .1955 .2370 .2785 >nd Routed HYG (total out) Page 5.15 iVISED BASINOUT Tag: 100 Event: 100 yr WATER RESOURCES\2242.0-KELLY DETENTION - CDMNPROJECT1 . PPW )0 Tag: 100 HYDROGRAPH ORDINATES (cfs) Output Time increment = .0083 hrs Time on left represents time for first value in each row. 4 4 4 4 4 3 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .73 .61 .50 .39 .25 .97 .71 .47 .24 .03 .83 .64 .47 .31 .16 .01 .88 .76 .64 .54 .44 .34 .25 .17 .09 .02 .96 .89 .83 .78 .73 .68 .64 .59 .56 .52 .49 .45 .42 .40 .37 .35 .32 .30 .28 .26 .25 4 4 4 4 4 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 .70 .59 .48 .37 .19 .92 .66 .42 .19 .99 .79 .61 .44 .28 .13 .99 .86 .74 .62 .52 .42 .32 .24 .16 .08 .01 .94 .88 .82 .77 .72 .67 .63 .59 .55 .51 .48 .45 .42 .39 .37 .34 .32 .30 .28 .26 .24 4 4 4 4 4 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 .68 .57 .46 .35 .13 .86 .61 .37 .15 .95 .75 .57 .40 .25 .10 .96 .83 .71 .60 .50 .40 .31 .22 .14 .07 .00 .93 .87 .81 .76 .71 .66 .62 .58 .54 .51 .47 .44 .41 .39 .36 .34 .31 .29 .27 .26 .24 4 4 4 4 4 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .66 .54 .43 .33 .08 .81 .56 .33 .11 .91 .72 .54 .37 .22 .07 .93 .81 .69 .58 .48 .38 .29 .20 .12 .05 .98 .92 .86 .80 .75 .70 .65 .61 .57 .53 .50 .47 .44 .41 .38 .36 .33 .31 .29 .27 .25 .24 4 4 4 4 4 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 .64 .52 .41 .30 .02 .76 .51 .28 .07 .87 .68 .50 .34 .19 .04 .91 .78 .67 .56 .46 .36 .27 .19 .11 .04 .97 .91 .85 .79 .74 .69 .65 .60 .56 .53 .49 .46 .43 .40 .38 .35 .33 .31 .29 .27 .25 .23 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type. ... PC Name. ... RE File. . . . T: Storm. . . 1C Time hrs 3.3200 3.3615 3.4030 3.4445 3.4860 3.5275 3.5690 3.6105 3.6520 3.6935 3.7350 3.7765 3.8180 3.8595 3.9010 3.9425 3.9840 4.0255 4.0670 4.1085 4.1500 4.1915 4.2330 4.2745 4.3160 4.3575 4.3990 4.4405 4.4820 4.5235 4.5650 4.6065 4.6480 4.6895 4.7310 4.7725 4.8140 4.8555 4.8970 4.9385 4.9800 5.0215 5.0630 5.1045 5.1460 5.1875 5.2290 nd Routed HYG (total out) Page 5.16 VISED BASINOUT Tag: 100 Event: 100 yr \WATER RESOURCES\2242.0-KELLY DETENTION - CDMXPROJECT1 . PPW )0 Tag: 100 HYDROGRAPH ORDINATES (cfs) Output Time increment = .0083 hrs Time on left represents time for first value in each row. .23 .22 .20 .19 .18 .16 .15 .14 .13 .13 .12 .11 .10 .10 .09 .08 .08 .07 .07 .06 .06 .06 .05 .05 .05 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .23 .21 .20 .19 .17 .16 .15 .14 .13 .12 .12 .11 .10 .09 .09 .08 .08 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .22 .21 .20 .18 .17 .16 .15 .14 .13 .12 .11 .11 .10 .09 .09 .08 .08 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .22 .21 .19 .18 .17 .16 .15 .14 .13 .12 .11 .10 .10 .09 .09 .08 .07 .07 .07 .06 .06 .05 .05 .05 .04 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .22 .20 .19 .18 .17 .16 .15 .14 .13 .12 .11 .10 .10 .09 .08 .08 .07 .07 .06 .06 .06 .05 .05 .05 .04 .04 .04 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Type.... Pond Routed HYG (total out) Name REVISED BASINOUT Tag: 100 File T:\WATER RESOURCESN2242 .0-KELLY DETENTION Storm... 100 Tag: 100 Page 5 Event: 100 - CDMXPROJECTl.PPW .17 yr HYDROGRAPH ORDINATES (cfs) Time hrs 5.2705 5.3120 5.3535 5.3950 5.4365 5.4780 5.5195 5.5610 5.6025 5.6440 5.6855 5.7270 5.7685 5.8100 5.8515 5.8930 5.9345 5.9760 Time on .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 Output Time left represents .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 increment = .0083 hrs time for first value in each row. .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 01 01 01 01 01 01 01 01 01 00 00 00 00 00 00 00 00 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 Appendix A A-l Index of Starting Page Numbers for ID Names P PR 10-24... 4.01, 4.04, 4.07 R REVISED BASIN... 5.01 REVISED BASININ 10... 5.02, 5.04, 5.06, 5.07, 5.08, 5.12, 5.13, 5.14 V VOL.E-A 10... 3.01 W WARNING... 1.01 Watershed 10... 2.01, 2.02, 2.03, 2.04, 2.05 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 13:04:21 Date: 05-13-2002 I ! I l I i I i 1 1 I i I l I i I I I l I 1 • I t 1 I i I 1 t I i I I l I l Hydrograph 10wo 30 5, o t 5 Currently Plotted Curves -———— 10 wo REVISED BASINOUT 10 Time (hrs) ti ii If li i i it ii ii if I i I i 11 11 II if t i ii II i i Hydrograph 10wo Currently Plotted Curves HYG lOOb REVISED BASINOUT 100 Time (hrs) APPENDIX 1.3 RISER PIPE DETAIL T:\Waler Rc5ources\2242.0-Kelly Detention - rDM\Rcpon\2242DRado1ph.doc DEBRIS RISER CAGE SEE DETAIL THIS SHEET TOP OF WALL 22.5 TOP OF RISER 22.0 30" CMP PROVIDE: EA. £"* 8" SLOT LAYER LOW FLOW ORIFiCES- 1/2"WA ORIFICES 51 Pf? ROW STAGGERED (TYP) ^ 18.&1 £LEVAWN= 18.3^ 18.?, 1" GRAVEL AROUND LOW FLOW HOLES 3" MIN 2.0 LF 24 CMP " CMP RISER SECTION SCAlf PER SDKSD D-35 $ mi '•"36" RCP p PROJECT SUBJECT Project Design Consultants PLANNING ENGINEERING SURVEYING 701 "fff Street. Suite 720, San Diego. Ca. 92101 619'235-647i FAX 234-0349 PAGE OF DRAWN BY CHECKED BY DATE DATE 1 30 " D 2^- |0.5 = 2,5" 410 DESIGN OF SMALL DAMS Figure 9-57.—Relotionship of circulor crest coefficient C0 to H0/R, for different opprooch depths (ooroted nappe). 288-D-2441. R = Q01/2/5W01/4; where Ha is equal to the distance between the water surface and the elevation under consideration. The diameter of the jet thus de- creases with the distance of the free vertical fall for normal design applications. If an assumed total loss (including jet contrac- tion losses, friction losses, velocity losses from di- rection changes, etc.) is taken as 0.1 H,,. the equa- tion for determining the approximate required shall radius may be written: R -• 0.20-1 (29) Figure 9-58.—Circulor crest discharge coefficient for other than design heod. 288-D-2442.Because this equation is for the shape of t.he jet. APPENDIX 2.0 WATER QUALITY CALCULATIONS T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DRadolph.doc ii li li II liliii ii ii ii ii 1 I li i i i i i i i i I i i i Detention Basin Review - Cannon Road Lift Station Kelly Ranch Village '£' Water Quality Calculations and CDS Unit Sizing Location Line 'A' (42" RCP) Tributary Area (acres) 19.0 Time of Cone (min) 17.0 Runoff Coeff., C 0.55 Q10 (cfs) 60.0 Q100 (cfs) 84.4 Treatment Q, Qt (cfs) 2.1 CDS Model PMSU 30_30 CDS Model Treatment Capacity 3.0 cfs Notes: 1. Treatment Q, Qt = CIA, where C = 0.55 (single family residential) I = 0.2 in/hr (per RWQCB requirements) A = Tributary Area 2. CDS Unit Headless Calculations Design Headloss = 0.77 ft Maximum Headloss= 1.3 ft (For Treatment Q=2.1 cfs) (For Q100 = 84.4 cfs) PRECAST MODELS PROCESSES FLOWS 3 TO 84 CFS *** VARIES = (2.5 to 3.0 x Dimension "A") = (2.0 to 3.0 x Dimension "A") Varies with site conditions Varies with site conditions PRECAST MODEL NUMBER --*•** •* l ~"v J>S\NZO_2&*y) PSW50_42 PSW50_50 PSW70_70 PSW100_60 PSW100_80 PSW100_100 DESIGN FLOW RATE CFS 3.0-4.2 9.0-12 11-15 26-35 38-50 50-65 62-84 MGD 1.9-2.7 5.8-7.7 7.1-9.7 16-22 24-32 32-42 40-54 M3/sec* .08-. 12 .2S-.34 .31 -.42 J4-.99 1.08-1.42 1.42-1.84 1.75-2.38 DESIGN HEAD LOSS FT. 0.77 .1.37 1.37 1.91 1.64 2.18 2.74 M 0.24 0.42 0.42 0.58 0.50 0.66 0.84 SCREEN DIA./HT. "A" FT. 3/2.8 5/4.2 5/5.0 7/7.0 10/6.0 10/8.0 10/10.0 DEPTH BELOW PIPE INVERT "D" FT. 7.0 9.6 10.3 14.0 12.0 14.0 16.0 FOOT PRINT DIAMETER FT. 6.0 9.5 9.5 12.5 17.5 Standard screen opening is 4700 microns (.185 in.). Screens also available in 1200 microns (.047 in.) and 2400 microns (.095 in.). Maximum head loss: During high flow conditions, if flow exceeds CDS design capacity, then maximum headloss is about 1.3 V 2/2g; where V is determined under full pipe conditions. 13 •M 1 ACCESS CDVER AND FRAME FDR TRAFFIC LOADING REDUCER SECTION AS REQUIRED CDS RISER BDX/TRAFFIC BEARING SLAB HEIGHT VARIES WT=1295tt/FT OF HEIGHT CDS RISER BARREL, LENGTH VARIES, WT=500#/FT OF HEIGHT ACCESS CDVER AND FRAME FOR TRAFFIC LOADING CDS PSV30 INLET/OUTLET WT=1643# CDS PSV30 SEPARATION CHAMB VT=7480tt 5'-5'0 SUMP 3'-0' HIGH, WT=4040tt CDS UNIT TO WEIR BDX COLLAR NOT SHOWN RIDER BARREL, LENGHT VARIES VEIR BOX CDVER LID INLET PIPE BLDCKOUT CONNECTION COLLAR NOT SHOWN PIPE IN SW30 WEIR BDX CUSTOMIZEED TD EACH LOCATION OUTLET PIPE BLDCKDUT ! CONNECTION COLLAR NOT SHOWN DIVERSION STRUCTURE -2,0 PSW30_2fl ASSEMBLY ^piBunu""" ODS' TECHNOLOGIES PATENTED CDS PSW30 ASSEMBLY AND DIVERSION STRUCTURE DATE 1/19/99 DRAWN W.H.S. APPROV. R. HOWARD SCALE N.T.S. SHEET CDS PSV30 UNIT ASSEMBLED VT=7480tt CDS RISER BARREL, LENGTH VARIES VT=5008/FT DP HEIGHT CDS PSW30 INLET/DUTLET VT=1643tt PIPE INVERT S'-ll* ASSEMBLED VIEW EXPLODED VIEW 5'-5'0 SUMP 3'-0' HIGH, VT= 4040# DIVERSION CHAMBER NOT SHDWN TECHNOLOGIES [PATENTED CDS PSW30 DATE 1/19/99 DRAWN W.H.S. APPRDV. R. HOWARD SCALE N.T.S. SHEET GENERIC / TYPICAL INSTALLATION LEFT HANDED CONFIGURATION SHOWN HERE o q inQ- 0. XX coin tom D 5D INLET PIPE 24"0 MH COVER AND FRAME (TYPICAL), OTHER ACCESS COVERS AVAILABLE 7' TO 9' (TYPICAL) DIVERSION CHAMBER POUR CONCRETE CONNECTION COLLARS TO SEAL INLET AND OUTLET PIPES. OUTLET PIPE BLOCKOUT. W=4'-6 H=2'-0" (TYPICAL) SEE NOTE 1. CDS MODEL PSW30_28, 3 CFS CAPACITY STORM WATER TREATMENT UNIT 24" ACCESS COVER (TYPICAL). OTHER ACCESS COVERS AVAILABLE PLAN VIEW CDS MODEL PSW30.J2830 3 CFS CAPACITY STORM WATER TREATMENT UNIT NOTES: 1. CREATE SMOOTH SWALE TRANSITION THROUGH DIVERSION BOX WITH SECONDARY CONCRETE POUR IN FIELD TECHNOLOGIES PATENTED PROJECT/ DEVELOPMENT NAME CITY & STATE DATE 3/12/00 DRAWN W. STEIN APPROV. SCALE 1"=3' SHEET GENERIC / TYPICAL INSTALLATION LEFT HANDED CONFIGURATION SHOWN HERE 24"«8 MH COVER AND FRAME (TYPICAL). OTHER ACCESS COVERS AVAILABLE OUTLET PIPE CDS MODEL PSW30_28 3 CFS CAPACITY ^ssass*'' j VARIES VARIES 3' TO 5' (TYPICAL) SECONDARY POUR TO MATCH INVERT" IV Tfcsssw 24" ACCESS COVER(TYPICAL), OTHERACCESS COVERSAVAILABLE FINISHED GRADEHED G *~^ V L _+_.—ff S-J—I—L-T -O Lr1^ 1^ CONNECTION COLLAR POURED IN FIELD, ~11" ALL AROUND L._L_. SUMP I nj^gss^ i I MANHOLE | RISERS I INLET/ I OUTLET PIP! "T SCREEN CHAMBER ._J 4^^ SUMP * 44**6-11 ELEVATION VIEW, CDS MODEL PSW30_2tf 3 CFS CAPACITY STORM WATER TREATMENT UNIT TM PATENTED PROJECT/ DEVELOPMENT NAME CITY & STATE DATE 3/12/00 DRAWN W. STEIN APPROV. SCALEr-31 SHEET 4 APPENDIX 3.0 AES PIPEFLOW CALCULATIONS T:\Water Resources\2242.0-Kelly Detention - CDM\Report\2242DRadolph.doc ii ii i! ii ti ii i i i i it i i ii 11 ii ii if 11 ii ii i § Detention Basin Review - Cannon Road Lift Station Kelly Ranch Village 'E' A. Hydraulic Options to Convey 42" RCP Storm Flows across Cannon Road Option No. 1 2 2b 2c 3 3b 3c 4 5 Description 36" Under Cannon/42" Upstream 42" Under Cannon/42" Upstream 90 Deg C.O. 42" Under Cannon with Radius (no C.O.) 42" Under Cannon with 30 Deg. C.O. 36" Under Cannon with 30" Relief Drain (36" run) 36" Under Cannon with 30" Relief Drain (30" run) 36" Under Cannon/42" Up with 30" Relief Drain (36" run) Dual 36" under Cannon Dual 42" under Cannon Notes: 1. Existing HGL at Node 3+57.13 = 24.77 2. Required HGL at 2+09 = 22.0 to maintain Exist. HGL=24 3. Option Number 4 is the preferred option AES Model Name HGL air a1r2 a1r2b a1r2c a1r3 a1r3b a1r3c a1r4 a1r5 77 at Station 3+57. 13 @ 2+09 27.2 24.7 21.9 22.9 22.4 22.8 22.2 21.8 21.3 HGL ©3+57.1 3 Comments 30.46 N.G. 27.5 N.G. 24.68 O.K. 25.66 N.G. N.G. N.G. N.G. O.K. O.K. without CDS Headloss with CDS Headloss with CDS Headloss B. Detention Basin Analysis 10-year Detention Analysis Q10 Inflow Option No. Description (cfs) 1 36" Outlet Pipe with 48" Standpipe (one row of 3 slots) 30.3 2 24" Outlet Pipe with 30" Standpipe (one row of 3 slots) 30.3 100-year Detention Analysis Q100 Inflow Option No. Description (cfs) 1 36" Outlet Pipe with 48" Standpipe (one row of 3 slots) 43.2 2 24" Outlet Pipe with 30" Standpipe (one row of 3 slots) 43.2 Q10 Outflow (cfs) 6.16 6.16 Q10 Max Stage (ft) 21.9 21.9 QIOMax. Storage (ac-ft) 1.01 1.01 Q100 Outflow Q100 Max Stage Q100 Max. Storage (cfs) (ft) (ac-ft) 19.98 22.33 1.16 15.2 22.51 1.22 Notes: 1. Maximum Q10 Outflow is approximately 7.2 cfs (not considering peak outflow timing). 2. Previous approved Q100 stage is 22.66 ft. APPENDIX 3.1 DUAL 36" RCP DRAINPIPE SYSTEM T:\Waler RcsouicM\2242.0-Kelly Detention - CDM\ReportG242DRadolph.doc PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92109 619-235-6471 ************************** DESCRIPTION OF STUDY ********************** * Kelly Ranch Village 'E' Pump Station at Detention Basin * Line 'A' - Dual 36" Pipes under Cannon Road with Exist. 42" Upstream * 100-year Storm Eventt ********* FILE NAME: A1R4.DAT TIME/DATE OF STUDY: 15:10 06/20/2002 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) NODE NUMBER 965 1083 1088 1100 .00- } .00- } .00- } .00- MODEL PROCESS FRICTION MANHOLE FRICTION UPSTREAM RUN PRESSURE PRESSURE* HEAD ( FT ) MOMENTUM ( POUNDS ) 2. 2. 2. 2. 42* } HYDRAULIC 12 DC 12*Dc 34* 984. JUMP 958. 958. 973. 77 87 87 44 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH ( FT ) MOMENTUM ( POUNDS ) 2. 2. 2. 2. 06 09 12 12 * *Dc DC 959 959 958 958 .78 .08 .87 .87 } FRICTION+BEND 1124 1153 1157 1209 .00- } .00- } .00- } .00- MAXIMUM FRICTION JUNCTION FRICTION NUMBER OF 2. 2. 2. 2. 46* 57* 85* 81* 992. 1013. 1089. 1075. ENERGY BALANCES USED IN 36 32 14 47 EACH 2. 2. 2. 2. PROFILE 12 12 11 11 = DC DC DC DC 25 958 958 952 952 .87 .87 .74 .74 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 965.00 FLOWLINE ELEVATION = 16.78 PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 19.200 FEET NODE 965.00 : HGL = < 19.200>;EGL= < 19.941>;FLOWLINE= < 16.780> FLOW PROCESS FROM NODE 965.00 TO NODE 1083.00 IS CODE = UPSTREAM NODE 1083.00 ELEVATION =17.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 120.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 2.06 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.09 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.12 DISTANCE FROM CONTROL (FT) 0 0 0 0 1 1 2 2 3 3 4 4 5 6 7 8 9 10 12 14 16 19 23 28 37 120 .000 .275 .574 .899 .253 .639 .059 .518 .020 .570 .175 .842 .580 .400 .317 .350 .522 .868 .432 .283 .526 .336 .044 .391 .756 .000 FLOW DEPTH (FT) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .090 .089 .088 .087 .085 .084 .083 .082 .081 .080 .078 .077 .076 .075 .074 .073 .072 .070 .069 .068 .067 .066 .065 .063 .062 .062 VELOCITY (FT/ SEC) 8, 8, 8, 8, 8, 8. 8, 8. 8, 8, 8 8, 8 8 8, 8. 8, 8, 8, 8, 8, 8, 8. 8, 8, 8. .024 .029 .034 .039 .044 .048 .053 .058 .063 .068 .073 .078 .083 .088 .093 .098 .103 .108 .113 .118 .123 .128 .133 .138 .143 .144 SPECIFIC PRESSURE+ ENERGY (FT) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .090 .090 .091 .091 .091 .091 .091 .091 .091 .091 .091 .091 .091 .091 .091 .092 .092 .092 .092 .092 .092 .092 .092 .092 .093 .093 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 959 .08 .10 .12 .14 .16 .18 .21 .23 .26 .28 .31 .34 .37 .40 .43 .46 .49 .52 .56 .59 .63 .66 .70 .74 .78 .78 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 2 5 8 10 13 16 18 21 23 .000 .746 .466 .160 .827 .466 .074 .651 .193 .700 FLOW DEPTH (FT) 2 2 2 2 2 2 2 2 2 2 .420 .408 .396 .383 .371 .359 .347 .335 .323 .310 VELOCITY (FT/ SEC) 6 6 6 7 7 7 7 7 7 7 .905 .938 .971 .005 .040 .075 .111 .147 .184 .222 SPECIFIC ENERGY 3 3 3 3 3 3 3 3 3 3 PRESSURE+ (FT) MOMENTUM (POUNDS) .161 .156 .151 .146 .141 .137 .133 .128 .125 .121 984 982 980 979 977 975 974 972 971 969 .77 .83 .96 .16 .43 .77 .18 .67 .23 .86 26.167 28.592 30.971 33.299 35.571 37.780 39.918 41.975 43.938 45.791 47.513 49.077 50.442 51.554 52.329 631 000 52 120 298 286 274 262 250 237 225 213 201 189 177 164 152 140 128 116 116 260 299 339 379 420 461 504 547 7.590 7.635 680 726 773 820 868 7.917 7.917 3.117 3.114 3.111 .108 .105 .102 .100 3.098 096 095 093 092 091 090 090 090 090 968.57 967.35 966.21 965.15 964.17 963.27 962.45 961.71 961.05 960.48 959.99 959.59 959.28 959.05 958.92 958.87 958.87 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 48.35 FEET UPSTREAM OF NODE 965.00 | DOWNSTREAM DEPTH = 2.170 FEET, UPSTREAM CONJUGATE DEPTH = 2.062 FEET | NODE 1083.00 : HGL = < 19.590>;EGL= < 20.590>;FLOWLINE= < 17.500> ****************************************************************************** FLOW PROCESS FROM NODE 1083.00 TO NODE 1088.00 IS CODE = 2 UPSTREAM NODE 1088.00 ELEVATION = 17.55 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES AVERAGED VELOCITY HEAD = 0.987 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = . 05*( 0.987) = 0.049 NODE 1088.00 : HGL = < 19.666>;EGL= < 20.640>;FLOWLINE= < 17.550> ****************************************************************************** FLOW PROCESS FROM NODE 1088.00 TO NODE 1100.00 IS CODE = 1 UPSTREAM NODE 1100.00 ELEVATION = 17.58 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 15.00 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 3.00 CRITICAL DEPTH(FT) = 2.12 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.12 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.116 7.917 3.090 958.87 0.331 2.151 7.777 3.091 959.25 1.350 2.187 7.643 3.094 960.38 3.097 2.222 7.516 3.100 962.23 5.613 2.257 7.394 3.107 964.78 8.940 2.293 7.278 3.116 967.99 13.120 2.328 7.168 3.126 971.85 15.000 2.341 7.128 3.131 973.44 NODE 1100.00 : HGL = < 19.921>;EGL= < 20.711>;FLOWLINE= < 17.580> ****************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1124.00 IS CODE = 3 UPSTREAM NODE 1124.00 ELEVATION = 17.63 (FLOW IS SUBCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 24.00 FEET ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 3.00 CRITICAL DEPTH(FT) = 2.12 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 4.093 8.736 13.947 19.745 24.000 FLOW DEPTH (FT) 2.341 2.367 2.394 2.420 2.447 2.464 VELOCITY (FT/ SEC) 7.128 7.051 6.976 6.904 6.835 6.790 SPECIFIC ENERGY (FT) 3.131 3.140 3.150 3.161 3.172 3.180 PRESSURE* MOMENTUM ( POUNDS ) 973.44 976.89 980.68 984.80 989.24 992.36 NODE 1124.00 : HGL = < 20.094>;EGL= < 20.810>;FLOWLINE= < 17.630> ****************************************************************************** FLOW PROCESS FROM NODE 1124.00 TO NODE 1153.00 IS CODE = 1 UPSTREAM NODE 1153.00 ELEVATION = 17.70 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.20 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 32.00 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 3.00 CRITICAL DEPTH(FT) = 2.12 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 5.817 12.085 18.812 26.007 32.000 FLOW DEPTH (FT) 2.464 2.486 2.507 2.528 2.550 2.567 VELOCITY (FT/ SEC) 6.790 6.737 6.686 6.636 6.588 6.552 SPECIFIC ENERGY (FT) 3.180 3.191 3.202 3.213 3.224 3.234 PRESSURE* MOMENTUM ( POUNDS ) 992.36 996.37 1000.57 1004.98 1009.58 1013.32 NODE 1153.00 : HGL = < 20.267>;EGL= < 20.934>;FLOWLINE= < 17.700> X ****************************************************************************< FLOW PROCESS FROM NODE 1153.00 TO NODE 1157.00 IS CODE = 5 UPSTREAM NODE 1157.00 ELEVATION = 17.75 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 42.00 36.00 0.00 17.75 2.11 DOWNSTREAM 42.20 36.00 - 17.70 2.12 LATERAL #1 0.10 24.00 90.00 18.00 0.11 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.10===Q5 EQUALS BASIN INPUT=== 6.054 6.554 0.032 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00343 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00373 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00358 JUNCTION LENGTH = 15.00 FEET FRICTION LOSSES = 0.054 FEET ENTRANCE LOSSES = 0.133 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.103)+( 0.133) = 0.237 X/ NODE 1157.00 : HGL = < 20.601>;EGL= < 21.170>;FLOWLINE= < 17.750> FLOW PROCESS FROM NODE 1157.00 TO NODE 1209.00 IS CODE = 1 UPSTREAM NODE 1209.00 ELEVATION = 17.96 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 52.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.43 CRITICAL DEPTH(FT) = 2.11 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.85 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.851 6.052 3.420 1089.14 21.410 2.834 6.071 3.407 1083.52 42.326 2.818 6.092 3.394 1078.02 52.000 2.810 6.102 3.388 1075.47 "V NODE 1209.00 : HGL = < 20.770>;EGL= < 21.348>;FLOWLINE= < 17.960> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1209.00 FLOWLINE ELEVATION = 17.96 ASSUMED UPSTREAM CONTROL HGL = 20.07 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS APPENDIX 3.2 42" RCP DRAINPIPE SYSTEM T:\Walcr Resources\2242.0-Kdly Delcmiun - Cl)M\RcponV2242DRadolph.doc PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92109 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Kelly Ranch Village 'E' Pump Station at Detention Basin * Line 'A' 42" Upstream of Dual 36"/24" in Cannon Road * * HGL at Node 1209 =22.0 ' FILE NAME: A1R3US2.DAT TIME/DATE OF STUDY: 15:28 06/20/2002 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1209 1353 1357 1393 1397 1419 .00- } .13- } .13- } .45- } .45- } .86- MAXIMUM FRICTION JUNCTION FRICTION JUNCTION FRICTION NUMBER OF 4.04 4.43 5.97 5.97 6.13 6.13 ENERGY * * * * * * BALANCES 2809. 3046. 3742. 3739. 3675. 3678. USED IN 61 23 86 83 65 70 EACH 2. 2. 2. 2. 2. 2. PROFILE 86 86 75 75 66 66 = DC DC DC DC DC DC 25 2326. 2326, 2060, 2060, 1868, 1868 .12 .12 .84 .84 .48 .48 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1209.00 FLOWLINE ELEVATION = 17.96 PIPE FLOW = 84.40 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 22.000 FEET NODE 1209.00 : HGL = < 22.000>;EGL= < 23.195>;FLOWLINE= < 17.960> FLOW PROCESS FROM NODE 1209.02 TO NODE 1353.13 IS CODE = 1 UPSTREAM NODE 1353.13 ELEVATION = 18.58 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD) : PIPE FLOW = 84.40 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 144.11 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 84.40)/( 1006.101)}**2 = 0.00704 HF=L*SF = ( 144.11)*(0.00704) = 1.014 NODE 1353.13 : HGL = < 23.014>;EGL= < 24.209>;FLOWLINE= < 18.580> r****** *1 FLOW PROCESS FROM NODE UPSTREAM NODE 1357.13 1353.13 TO NODE ELEVATION = 1357.13 IS CODE = 5 18.80 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 77.40 84.40 6.90 0.00 DIAMETER (INCHES) 42.00 42.00 18.00 0.00 ANGLE (DEGREES) 65.50 - 45.50 0.00 FLOWLINE ELEVATION 18.80 18.58 20.13 0.00 CRITICAL DEPTH (FT. ) 2.75 2.86 1.02 0.00 VELOCITY (FT/ SEC) 8.045 8.772 3.905 0.000 0.10===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00592 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00704 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00648 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.026 FEET ENTRANCE LOSSES = 0.239 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.331)+( 0.239) = 1.570 NODE 1357.13 : HGL = < 24.774>;EGL= < 25.779>;FLOWLINE= < 18.800> FLOW PROCESS FROM NODE 1357.13 TO NODE 1393.45 IS CODE = 1 UPSTREAM NODE 1393.45 ELEVATION = 19.02 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 77.40 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 36.32 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 77.40)/( 1006.099))**2 = 0.00592 HF=L*SF = ( 36.32)*(0.00592) = 0.215 NODE 1393.45 : HGL = < 24.989>;EGL= < 25.994>;FLOWLINE= < 19.020> FLOW PROCESS FROM NODE UPSTREAM NODE 1397.45 1393.45-TO NODE ELEVATION = 1397.45 IS CODE = 5 19.35 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 72.10 77.40 0.00 0.00 DIAMETER ANGLE (INCHES) (DEGREES) 42.00 42.00 0.00 0.00 5.30===Q5 EQUALS 0.00 - 0.00 0.00 FLOWLINE ELEVATION 19.35 19.02 0.00 0.00 CRITICAL DEPTH (FT. ) 2.66 2.75 0.00 0.00 VELOCITY (FT/SEC) 7.494 8.045 0.000 0.000 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTA1)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00514 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00592 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00553 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.022 FEET ENTRANCE LOSSES = 0.201 FEET JUNCTION LOSSES = (DY+HV1-HV2 )+ (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.155)+( 0.201) = 0.356 NODE 1397.45 : HGL = < 25 . 478> ; EGL= < 26 . 350> ; FLOWLINE= < 19.350> ****************************************************************************** FLOW PROCESS FROM NODE 1397.45 TO NODE 1419.86 IS CODE = 1 UPSTREAM NODE 1419.86 ELEVATION = 19.46 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 72.10 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 22.41 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 72.10)/( 1006 . 102 )) **2 = 0.00514 HF=L*SF = ( 22.41) *(0. 00514) = 0.115 NODE 1419.86 : HGL = < 25.593>;EGL= < 26 . 465>; FLOWLINE= < 19.460> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1419.86 FLOWLINE ELEVATION = 19.46 ASSUMED UPSTREAM CONTROL HGL = 22.12 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS iitiiliiiiiililiiliJtililililiilillili § OJ t:§ &M•r» > 3 \ 5* -23 5* Fi- fe &Vft ^>s 1,3 tftto- &t->4*&^£i l« 1 #100-&+«4-c& 0 r< /*^-,^*,-* o<JQ«* ca«;^iQt. ^ APPENDIX 4.0 CANNON ROAD SUMP INLET SYSTEM T:\Waler Resources\2242.0-Kelly Detention • CDM\Report\2242DRadolph.doc APPENDIX 4.1 FLOWMASTER CALCULATIONS T:\Water RcsourcesV2242.0-KcIly Detention - CDM\Rcport\2242DRai)olph.di)c Project Description Worksheet Type Solve For Input Data Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Results Worksheet Worksheet for Curb Inlet In Sag Sump Inlet -1 Curb Inlet In Sag Spread 4.00 cfs 1.50 ft 0.083000 ft/ft 0.025000 ft/ft 6.00 ft 0.67 ft Horizontal 3.0 in 4.00 ft Spread Throat Incline Angle Depth Gutter Depression Total Depression 10.36 ft 90.00 degrees 0.35 ft 1.0 in 4.0 in Project Engineer: Adolph Lugo c:\haestad\fmw\2242.fm2 Project Design Consultants FlowMaster v6.1 [614o] 05/20/02 10:05:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Project Description Worksheet Type Solve For Input Data Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Throat Incline Angle Worksheet Worksheet for Curb Inlet In Sag Sump Inlet - 2 Curb Inlet In Sag Spread 10.50 cfs — 1.50 ft 0.083000 ft/ft 0.025000 ft/ft 6.00 ft 0.67 ft Inclined 3.0 in 4.00 ft 45.00 degrees Results Spread Depth Gutter Depression Total Depression 19.71 ft 0.58 ft 1.0 in 4.0 in c:\haestad\fmw\2242.fm2 05/20/02 10:06:04 AM © Haestad Methods, Inc. Project Design Consultants 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Adolph Lugo Flow/Master v6.1 [614o] (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Gutter Section Project Description Worksheet Type Solve For Gutter Section -1 Gutter Section Spread Input Data Slope Discharge Gutter Width Gutter Cross Slope Road Cross Slope Mannings Coefficient 0.010000 ft/ft 8.30 cfs 1.50 ft 0.083000 ft/ft 0.025000 ft/ft 0.015 Results Spread Flow Area Depth Gutter Depression Velocity 13.22 ft 2.2 ft2 0.42 ft 1.0 in 3.69 ft/s Project Engineer: Adolph Lugo c:\haestad\fmw\2242.fm2 Project Design Consultants FlowMaster v6.1 [614o] 05/20/02 10:01:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 APPENDIX 4.2 AES PIPEFLOW CALCULATIONS T:\Water Rcsources\2242.0-Kelly Detention - CDM\Repon\2242DRadolph.doc PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92109 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Cannon Road Lift Station - Detention Basin Analysis * * Existing Sump SD at Cannon Road Sta 99+05 * * 100-year Storm Event: Low Q Estimate - No Bypass from Upstream Inlets *************************************************************************** FILE NAME: 2242G2.DAT TIME/DATE OF STUDY: 15:50 06/20/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 100.00- 3.87* 602.10 0.80 130.24 } FRICTION 101.00- 3.60* 548.19 1.01 DC 120.55 } JUNCTION 101.10- 3.57* 328.92 0.57 59.38 } FRICTION 102.00- 2.40* 199.46 0.77 DC 52.61 } CATCH BASIN 102.10- 2.50* 192.45 0.77 DC 18.41 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD,.AND OCEMA DESIGN MANUALS.****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 100.00 FLOWLINE ELEVATION = 17.70 PIPE FLOW = 8.00 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.570 FEET NODE 100.00 : HGL = < 21.570>;EGL= < 21.671>;FLOWLINE= < 17.700> ******************************************************************* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 UPSTREAM NODE 101.00 ELEVATION = 18.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.00)/( 226.224))**2 = 0.00125 HF=L*SF = ( 20.00)*(0.00125) = 0.025 NODE 101.00 : HGL = < 21.595>;EGL= < 21.696>;FLOWLINE= < 18.000> FLOW PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 5 UPSTREAM NODE 101.10 ELEVATION = 18.19 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 4.00 18.00 0.00 18.19 0.77 2.264 DOWNSTREAM 8.00 24.00 - 18.00 1.01 2.546 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 4.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= ( Q2 * V2 -Ql *V1 *COS ( DELTA1 ) -Q3 *V3 *COS ( DELTAS ) - Q4*V4*COS(DELTA4) )/( (A1+A2 ) *16 . 1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00145 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00125 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00135 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0-005 FEET ENTRANCE LOSSES = 0.020 FEET JUNCTION LOSSES = (DY+HV1-HV2 )+ (ENTRANCE LOSSES) JUNCTION LOSSES' = ( 0.127)+( 0.020) = 0.148 NODE 101.10 : HGL = < 21 . 764>;EGL= < 21 . 843>; FLOWLINE= < 18.190> ****************************************************************************** FLOW PROCESS FROM NODE 101.10 TO NODE 102.00 IS CODE = 1 UPSTREAM NODE 102.00 ELEVATION = 19.48 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 4.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 80.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.00)/( 105.044))**2 = 0.00145 HF=L*SF = ( 80. 00)*(0. 00145) = 0.116 NODE 102.00 : HGL = < 21.880>;EGL= < 21 . 959>; FLOWLINE= < 19.480> ****************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.10 IS CODE = 8 UPSTREAM NODE 102.10 ELEVATION = 19.48 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) : PIPE FLOW = 4.00 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.26 FEET/SEC. VELOCITY HEAD = 0.080 FEET CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2*( 0.080) = 0.016 NODE 102.10 : HGL = < 21 . 975>; EGL= < 21 . 975>; FLOWLINE= < 19.480> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.10 FLOWLINE ELEVATION = 19.48 ASSUMED UPSTREAM CONTROL HGL = 20.25 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92109 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Cannon Road Lift Station - Detention Basin Analysis * * Existing Sump SD at Cannon Road Sta 99+05 * * 100-yr Storm Event: High Q Estimate - Full Bypass from Upstream Inlets * FILE NAME: 2242G2H.DAT TIME/DATE OF STUDY: 15:54 06/20/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 100 101 101 102 102 .00- } .00- } .10- } .00- } .10- MAXIMUM FRICTION JUNCTION FRICTION CATCH BASIN 3.87 3.73 4.56 4.07 4.73 NUMBER OF ENERGY * * * * * BALANCES 814. 786. 540. 486. 438. USED IN 32 77 79 68 32 EACH 1. 1. 1. 1. 1. PROFILE 38 61 01 25 25 = DC DC DC 25 429 415 203 192 55 .21 .62 .54 .13 .90 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 100.00 FLOWLINE ELEVATION = 17.70 PIPE FLOW = 20.20 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 21.570 FEET NODE 100.00 : HGL = < 21.570>;EGL= < 22.212>;FLOWLINE= < 17.700> ****************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 UPSTREAM NODE 101.00 ELEVATION = 18.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 20.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 20.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 20.20)/( 226.225))**2 = 0.00797 HF=L*SF = ( 20. 00)*(0. 00797) = 0.159 NODE 101.00 : HGL = < 21 . 729>;EGL= < 22 . 371>; FLOWLINE= < 18.000> ****************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 5 UPSTREAM NODE 101.10 ELEVATION = 18.19 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES). (DEGREES) ELEVATION DEPTH(FT-) (FT/SEC) UPSTREAM 10.50 18.00 0.00 18.19 1.25 5.942 DOWNSTREAM 20.20 24.00 - 18.00 1.61 6.430 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 9.70===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= ( Q2 * V2 -Ql *V1 *COS ( DELTA1 ) -Q3 *V3 *COS ( DELTAS ) - Q4*V4*COS(DELTA4) )/ ( (A1+A2 ) *16 . 1) +FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00999 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00797 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00898 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.036 FEET ENTRANCE LOSSES = 0.128 FEET JUNCTION LOSSES = (DY+HV1-HV2 ) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.796)+( 0.128) = 0.925 NODE 101.10 : HGL = < 22.748>;EGL= < 23 . 296>; FLOWLINE= < 18.190> ****************************************************************************** FLOW PROCESS FROM NODE 101.10 TO NODE 102.00 IS CODE = 1 UPSTREAM NODE 102.00 ELEVATION = 19.48 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 10.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 80.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 10.50)/( 105.043))**2 = 0.00999 HF=L*SF = ( 80.00) *(0. 00999) = 0.799 NODE 102.00 : HGL = < 23.547>;EGL= < 24 . 095> ; FLOWLINE= < 19.480> ****************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.10 IS CODE = 8 UPSTREAM NODE 102.10 ELEVATION = 19.48 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) : PIPE FLOW = 10.50 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 5.94 FEET/SEC. VELOCITY HEAD = 0.548 FEET CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2*( 0.548) = 0.110 NODE 102.10 : HGL = < 24.205>;EGL= < 24 . 205>; FLOWLINE= < 19.480> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.10 FLOWLINE ELEVATION = 19.48 ASSUMED UPSTREAM CONTROL HGL = 20.73 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 9m u p ny y L L HEMINGWAY DR VILLAGE E DETENTION BASIN WITHERSPOON DRIVE DETENTION BASIN FARADAYj DETE1MTION SIN AQUA HEDIONDA LAGOON EXHIBIT 'A T. \WAltRRCSOURCCS\1224\t224NPKS5-CC.Dm;